HomeMy WebLinkAboutVAIL INTERMOUNTAIN BLOCK 9 LOT 14TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVEI,OPMENT
75 S. FRONTAGEROAD
vArL, co 81657
970479-2t38
NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
ELECTRICAL PERMIT Permit #: 80il135
APPI-,ICANT VOGTS ELECTRIC
5405 COITIi|:IY ROAD 154
T'NIT F
GI.,ENWOOD SPRINGS
coroRADo 81601
License: 375-E
CONTRACTOR VOGTS ELECTRTC
540s corrNrY RoAD 154
IINIT F
GIJSNWOOD SPRINGS
cor.,oRADo 8160L
I-,icense: 375-E
Desciption: INSTALL METER MAIN AT POLE, INSTALL BREAKER SUB PANEL,
INSTALL GFI RECEPTACLES FOR TEMP POWER. REMOVE SOLAR PANEL
AT EXISTING TANK AND WIRE TO SUB PANEL. RUN OWER TO NEW
TANK WHEN CONSTRUCTION IS COMPLETE.
Valuation: $8,000.00 Square feet: 0
Electrical----- > S1?4. 80
DRB Fee--*--* >
Investigation-- >
08/L6/2006 shahn
Item: 05500 FIRE DEPARTMEIVI
$0.00
s0.00 Total Permit Fee----> 5177.80
Will Call--------- > $3 . oo Payments---------- > $177 . 80
TOTAL FEES-- > 51?7.80 BAI-ANCE DUE-------> 90.00a**a**,tlttt{.**lii
Approvals:
Item: 06000 ELECTRICAL DEPARTMENI
Action: AP
3)G-6\8f
Job Address: 2724 SNOWBERRY DR VAIL Status . . . : ISSUED
Location.....: 2734 SNOWBERRY DR Applied . . : 08ll6l2ffi
Parcel No...: 210314301044 Iszued ' . : 08123120M
ProjectNo : 3'1156G-otl] Expires. .: 02lI9l2o07
OWNER EAGI.,E RIVER WATER & SANITATIOE/L5/2006
846 FOREST RD
VAII,
co 84657
CONDITIONS OF APPROVAL
Cond: 12
(BLDG.): FIELD TNSPECTIONS ARE REQUIRED TO CHECK FOR CODE COMPIJIANCE.
DECLARATIONS
I hereby acknowledge ttrat I have read this application, filled out in frrll the information required, completed an accurate plot
plan, and state that all the information as required is correct. I agree to comply with tlre information and plot plan, to comply
with all Town ordinances and state laws, and to build this structure according to the towns zoning and subdivision codes, design
review approved, International Building and Residential Codes and other ordinances of the Town applicable thereto.
o8/L6/2006 Phone: (970) 928-8408
08/t6/2006 Phone: (970) 928-8408
FEE SUMMARY {r******r******r**Li.********i.1.*r|!'1.**il****'i**{i***t****'t**'.*L**
Total Calculaied F€es- > S1?? .80
Additional Fees------ >s0.00
REQUESTS FOR INSPECTION SHALL BE MADE TWENTY.FOI]R HOIIRS IN ADVANCE BY TELEPHONE AT 479-2I OR AT OUR OFFICE FROM 8:00 AM - 4
SIGNATURE OF OWNER OR CONTRACTOR AND OWNEI
ttftf***+tfttt+++tft******ffitttt*t*r,r,r,**,r**r'r'|****rt**'|'l*+'r'*tttt***tttr{'*t**afftf**ltfll**l*
TowN oF VAIL, coLoRADo statement
************++*t***********+tt+i**f******f**t****'t**********'i++t+****'ll********+*'l+****lt*++*
Statement Number: RO6OOO128? Anount: S17?.80 08/23/200671 :13 AM
Pa)ment Metshod: Check Init: DDG
l{otatsion: VogE 2f22
Permit No: 805-0135 Tlt)e: ELEqrRICAL PERMIT
Parcel No: 2103 - 143 - 0104 -4
Site Address: 2724 SNOWBERRY DR VAIIJ
L,ocation: 2734 SNOIVBERRY DR
Total Fees: $17?.80
Thia Palment: 91??.80 Total A]!IJ I'mta: $17?. 80
Balance: $0.00
**'t****:t*'t'|t{r*'}**{r********'*!t'}t*'t't*'t**'t*{'******t***'}+lf****++++******tt++**************{'***+***
ACCOIJNT ITEM LIST:
Accounc code Description Current Pmtss
EP OO1OOOO31111OO EI,ECTRTCAI. PERMIT FEES
wc 00100003112800 tilrl,l, cAr,rJ rNsPEerroN FEE
t74.80
3 .00
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Cl'ilmrcfm.ruonrA:rDr
cor|P|tTE sQ. FoErTrst FOR,InEA OF UmrAlD Ylrr|rTur G Unr G$or rilaE|'E)
AilOlrflT OF Q FT I'l SIRIEIURE:
Pdcd *
Job lEr13: 5i.l -r ct(A,our'*\'^l q1d+e'r
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lvorlcCbrs: l{er( ) A.5Eon( ) nenrrg( ) spqlr( , TqnPFlrer(X) o|tts0Q
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ilo. of Edfiry ltucltrElhrs[|dtbhilfp:16. of Asrumtffin UtlE h dlt hgqr
Is this oennlt br a hd trb: Yes ( l m (X)
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Orerh€ad sen lces ar€ ndallowed In theTown of Vall,
ffnaergmunO scrvlces ttdtE in conduft (F,\E) from he udl@-tansformer to Ste decUlc meter, main
ds@nnect swltch, and b $e frtst decblcal distrlbutlon cinrf, hcaloer panel.
The main disconnect swtdr shall brdltyac@, andlercatsdneGb$e meteron thee<briorwallof
tt|e strlctrrs All undergra.rnd condults arercgulr€d b be inspected _beilbrc back-flllng $e tr€ndt. ^In multFfanlV drrdlhgirnlb, no dectdcal whln-g or feeder cables *rall paal frrom one unlt b anoHer' @mmon
wallsandspac arewnfi
rlrq CaUe t'nomexl an Oi tW onl In sfigE atd muffi-fanlil 4ryIW g Mrry I ffi'
lW flIt'drrpib tN ht sty bimng irtud nrdt l6+B.Er,fl*n es mryr*
Alumlmtm a n&t&tssmdler than slze #8 are not permitEd.
TOW]I OF VAIL EICCTRICAT PENilIT GUIDEuII{ES
All instailations of orbrior hot Ubs or spat rcqulre a DRB approral horn plannlng. Thls appllcaUon will
not be acae@ wltrout a aory of fie DRB afrurd fufn atachql 0f ryl|cable)
If this permit is for installa0otl d an ofterior hd t b or spa on a new detraH platronn or deck over
30'above grade, you nust also obtaln a building pemlt'
If thls permlt ls t6iinstattaUon dan exbdor hd tub or spa on any exbdng dedt or derated .Phfrqr
a struitlnl engineer must review the edsUng conditlon aild vsify that n wlll support the added
consrtiabd load. please pronide a @py of the structural engln€ets wet stamped l#r or draring
with tlris apolication.
If this is a-remoOet in a mulu-famlly buildhg with a homeovuners associdion, a letter of pennksion
ftffi fie ascbUon ls rcqulted.
If this permlt is for a sninercial space, two (2) sets d sffnped drawings are Fqqircq. Hebl
onettue and Ftd WuE arc ma*A ff Iflt lr ffi u Mbtthiut E ilM.
E *t f -csb
Dffi Sigrcd
If you haye any questions rcgardlng the above infsrmation or have adtfitioml questbns'
pfease oontact foii fwn of Vail Elslcal In+ector at970479-21{7. Th€ inopecbr can be
ieOeO on ttlmday thru Friday mornings betrreen tlre lpurc of 8am and 9am. You may abo
leave a vole rnall and the hsp6r will call pu badc
I hrye red and underctand tfieabone
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TOWN OF VAIL DEPARTMENT OF COMMUNITY DEVELOPMENT
75 S.FRONTACEROAD
VAIL, CO 81657
970-479-2138
NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
NEW COMM BLJILDING PERMIT Permit # 806-0185
Job Address: 2724 SNOWBERRY DR VAIL
Location.....: 2734 SNQWBERRY DR
ParcelNo...: 210314301044
OWNER EAGLE RIVER WATER & SA}IITATIOT/L2/2006
846 FOREST RD
VAII,co 81557
coNTRjAcroR Asr,Alr coNsrRucrrolr, rNc. 08/09/2oo5 Phone: (970) 593-9669
540 E. EISENHOVIER
SUITE Z
LOVEI,A} D
corJoRADo 80537
License: 338-A
APPIJICAITT EAGLE RfvER WATER & SAI{ITATI07/L2/20O6 Phone: 970-476-7480
845 FOREST ROAD
VAIIJ
co 8L657
L,icense:362-B
Desciption:
REPI-,ACEUENT OF AN EXISTING .2 MG ABOVE GROITIID STEEIJ WATER
TANK WITH A 1.5 MG ABO\TB GROI]ND CONCRETE WATER TAIIK.
Project #: PRI06-0119
Status...: ISSUED
Applied. . : 0711212$6
Issued. . : O8l09l2N6
Expires. .: 0210512007
Factor sq Feets Valuation
9,L6O i2,000,000.00*
Occupancy ll/pe
Tota1s...
TOV Adjusted Valuation: 2,000,000.00 Revision Valuation: $0.00 Revised Total Valuation: $000'000.00
*+**+*,t.*************!i**l.*!t*i**lol****|****|'t***,|***********l*{.**{.****FEEslMRY
Building----- > $9,258.75 Resnrarant Plan Review- >$o.oo Toal Calculated Fees-- >
'rs,219.94Plan Check--> S5,01s.19 Recreation Fee-------- > $0.00 Additional Fees---*-- > $0.00
Investigation- > S0.00 TOTAL FEES----------- > $L5t219.94 Total Permit Fee----- > gt-5,219.94
Will Call---- >93.00 Pa)T nents----------- >9L5 ,2't 9 .94
BALANCE DUE------> 90. oo
Approvals:
Item: 05100 BUILDING DEPARTMENI
08/01,/2006 cgunion Action: CR see.l/h/n
oB/o7 /2006 cgunion Action: AP
IteM: O54OO PI,ANNING DEPARTMENT
07/28/2006 eer Action: AP Approved by plaruring based on landscape
plan and
addition of lower waI1s, as specifi-ed by the DRB.
Iten: 05600 FIRE DEPARTMENT
07/20/2006 mcgee Actionr AP
Item: 05500 PITBIJIC WORKS
O7/L8/2006 Ek Action: COND Prior to start of constrrrction applicant
must obtain a
Public Way permit and provide civil drawi.ngs that are not stamped "NOT FOR
CONSTRUCTIONII
l!:*;--;'j-?;'*-fJ"9I-x*1Ix9-*:*''YI*xl*******i'*******{.'i*t*.|i|||i..|'itl.*{t.**||r't.t|*l.*1l*l||i+lt
See Conditions section of this Document for any conditions that may apply to this permit.
DECLARATIONS
I hereby acknowledge that I have read this application, filled out in firll the information required, completed an accurate plot
plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply
with all Town ordinances ard state laws, and to build this struchrre according to the towns zoning and subdivision codes, design
review approved, International Building and Residential Codes and other ordinances ofthe Town applicable thereto.
REQUESTS FOR INSPECTION SHALL BE MADE TWENTT.FOUR IIOURS IN N)VANCE BY TEI,EPIIONE AT 479-2149 OR AT OUR OITICE FROM 8:fiI
FOR HIMSELF AND OWNET
|t.*{.,i*'t*'t***{.***i.*{.*,l.*,l*{.**************:t.t:t*,|c*:t.*!t(*'.*!t*'l.'ti.:*{.*l{.***i(**,F*****'|.*!l(*i.*******
CONDITIONS OF APPROVAL
Permit # 806-0185 as of 08-09-2006 Status: ISSUED
* ** **,k* **,k* * ** ** ** *** ** **:t *.*,****,f * {. *X. ** ***,F ** **'*!t:*:t't *!* *,t ** * * * * * * *:t* ** {. ** **,* *,* * *r * * *,1. {.,F *,F ** ** ** *rf *:}****{.:1.*
Permit Type: NEW COMM BLIILDING PERMIT Applied: 0711212006
Applicant: EAGLE RIVER WATER & SANITATION DISTRICT Issued: 081W12006
970-47G7480 To Expire: 02lO5l2W7
Iob Address: 2724 SNOWBERRY DR VAIL
Location: 2734 SNOWBERRY DR
ParcelNo: 210314301044
Description:
REPLACEMENT OF AN EXISTING .2 MG ABOVE GROUND STEEL WATER
TANK WITH A 1.5 MG ABOVE GROUND CONCRETE WATER TANK.
Conditions:
Cond: I
(FIRE): FIRE DEPARTMENT APPROVAL IS REQURED BEFORE ANY WORK CAN BE STARTED.
Cond: 12
(BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHBCK FOR CODE COMPLIANCE.
Cond: 14
(BLDG.): ALL PENETRATIONS IN WALLS, CEILINGS. AND FLOORS TO BE SEALED WITH AN APPROVED FIRE
MATERIAL.
Cond:20
(BLDG.): FIELD INSPECTIONS BY FIRE AND BUILDING DEPARTMENTS ARE REQUIRED TO CHECK FOR CODE
COMPLIANCE BEFORE BEING USED FOR OCCCUPANCY.
Cond: 34
(BLDG.): A COPY OF THE SOILS REPORT WILL BE REQIIIRED BEFORE A FOOTING INSPECTION WILL BE CALLI
FOR.
Cond: 35
(P.W.): ACCESS AND DRAINAGE INSPECTIONS MUST BE DONE BEFORE FOOTING INSPECTION.
Cond: 5
(PLAN): PRIOR TO THE TOWN BUILDING DEPARTMENT CONDUCTING A FRAMING INSPECTION, AN
IMPROVEMENT
LOCATION CERTIFICATE (ILC) SHALL BE SI.JBMITTED TO THE DEPARTMENT OF COMMUNITY DEVELOPMEN]
MINIMUM
OF FORTY-EIGHT HOURS IN ADVANCE OF THE REQUESTED INSPECTION. ROOF RIDGFS AND BI.'ILDING
FOOTPRINT
SHALL BE INDICATED ON THE ILC.
Cond: CON0008332
SPECIAL INSPECTIONS AND INSPECTION REPORTS ARE REQI.JRIED PER IBC CH, 17:
CONCRETE COMPRESSIVE STRENGTH TESTS
POST TENSION SLAB REPORTS
******************+**++f++f**++*+++t**i*'i**********++t+***+****t*******lr++*tt****tl***'a'i+****
TOWN OF VAIL, COLORADO Statement
*************r******tf,*+r*******+***+*++*++****+*f+**************+*************'|'f't'l'|+******1.
statement Nunber: R060001186 Arnount: $9,26r.75 08/09/200609:54 AIrt
Pa)ment Method: Check Init: DDGNotation: Eagle River &
Wauer & Saritation 40352
Permit No: 806-0185 Type: NEw COMM BUILDING PERMIT
Parcel No3 2103-143-0104-4
SiEe AddreaE: 2724 SNOVIBERRY DR VAII,
r'ocat ion: 2734 SN.'TBERRY DR
rotal Fee6: sLs,27g.g4
Thia Paltment,: $9,26L.75 Total AIJL PmtS: FL5,279.94Balance: $0.00
f+***********i*a'++*t+++++***+++++**i*+++++***,t*!t't********f{"}++******+***ftt*****'}+*:}*******+
ACCOI,JNT ITEM LIST:
Account Code Description Currents Pmta
BP OO1OOOO31111OO BUIIJDING PERMIT FEES
WC 00100003 U2S00 WIITIJ CAIJIJ INSPECTION FEE
9,254.75
3 .00
APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR U - o{{
EoG-o/gs Project #:
Building Permit #:
s7G47&1149
TOWN OF VAIL BUILDING PERMIT APPLICATION
Separate Permits are required for electrical, plumbing, mechanical, etc.l
75 S. Frontage Rd.
Vail, Colorado 81657
CONTRAGTOR INFORMATION
Person and Phone #'s:
James B. Boyd, Jr. 376-1446 (c),477-5459 (w)
Email address:.org Fax#:476-4089
----
- '/r-/
COMPLETE VALUATIONS FOR BUILDING PERMIT & Materials
BUILDING: $1,525,000 ELECTRICAL: $25,000 OTHER: $300,000 (earlhwork)
PLUMBING: $0 MECHANICAL: $1 50,000 (site
pipelines)
TOTAL: $2,000,000
For Parcel # Contact Assessors Office at 970-328-8640 or visit
Parcer'# J los l rlJo/ o 4 L/
Job Name: Intermountain Water Storage Tank
Replacement
Job Address: 2734 Snowberry Drive
Legal Description ll Lot: 14 Block: 9 ll Filing:Subdivision: Vail lntermountain
Owners Name: ERW&SD Address: 846 Forest Rd.
Vail, CO 81657
Phone: 477-5459
ArchitecuDesigner: Bates Engineering Address: 7175W. Jefferson Ave., Suite 3800
Lakewood, CO 80235
Phone: 303-980-1212
Engineer: Alpine Engineering Address: Edwards Business Center
P.O. Box 97 Edwards, CO 81632
Phone: 926-3373
Detailed description of work; Replacement of 0.2 MG water storage tank with a new 1.5 MG water storage tank.
WorkClass: New() Addition( ) Remodel ( ) Repair( ) Demo( ) Other(X)Replacomont
Work Type:, Interior ( ) Exterior (X) Both ( )Does an EHU exist at this location: Yes ( ) No (X)
Type of Bldg.: Single-family ( ) Two-family ( ) Multi-family ( ) Commercial ( ) Restaurant ( ) Other (X) Utlllty
No. of Existing Dwelling Units in this building: N/A No. of Accommodation Units in this building: N/A
No/Type of Fireplaces Existinq: Gas Appliances ( ) GasLoos( ) Wood/Pellet ( ) Wood Burninq ( ) N/A
No/Type of Fireplaces Proposed: Gas Appliances ( ) Gas Loqs ( ) Wood/Pellet (llrlloodBr.unins (NOT ALLOWED)
Does a Fire Alarm Exist: Yes ( ) No (X)DoS] Fire $plinl6ler System Ftfqtl Yes ( ) No (X)
F:U5wsD\4eng\@nstEng\ProjectsUntermtn WST Tank\Permits\Buitding Permit
l
JUN 30 2006
'ot?Otrytt oF VAltselorf Mt2Lt2w6
TOWNOFVAIL, COIORADO Statement
**********+*+{'**t{'t*+**+*++fff+++**+++*++f***t*i*+++++f+i++++********+***+*******t++++++*+++
Stsatetnents tilunber: RO6OOOO955 Arnount: $5,018.L9 07/L2/200509:4? AI'l
Palment Method: Check Init: riS
Notagion: 3 9 5S4 /ERWSD
Permit No: 806-0185 Type: NEW COMM BUILDING PERIIIT
Parcel No: 2103-143-0104-4
Site Addreee: 2?24 SNOWBERRY DR VAIL
Location: 2?34 SN.*BERRY DR
rotal Feea: grs,21g.g4
Thia Pa)ment: s6,018.19 Total A],L EtCa: $5,018.19Balance: $9,261.75
ACCO{JNT ITEM LIST:
Account Code Description Current Pmts
PF 00100003112300 PLAIiI CHECK FEES 5,018.19
Questions? Call the Building Team at 479-2325
Depaftment of Community Deyelopment
Prciect Name: Intermountain Water Storage Tank Replacement
Project Address: 2734 Snowberry Drive
This Checklist must he amoled befote a Building Permit aPpliation is
arcptd.
All pages of application are complete
Has DRB approval obtained (if required)? Provide a copy of approval form
Plan Check Fee required at submittal for projecb valued over $100,000.00 (see attached fee
schedule)
Complete site plan submitted
Pubfic Way Permit application included if applicable (refer to Public Works checklist) to be submitted
by contractor
Staging plan included (refer to Public Works checklist) No dumpster,parking or material storage
allowed on roadways and shoulders without written approval
Asbestos test and results submitted if demolition is occurring- not applicable
Architect stamp and signature (All Commercial and Multi family)- not applicable
Full floor plans including building sections and elevations(3 sets for remodels, 4 sets of plans for SFR
and Dupfex, 5 sets of plans for MultFFamily and Commercial Buildings| not applicable
Window and door schedule- not applicable
Full structural plans, including design criteria (i.e.loads)
Structural Engineer stamp and signature on structural plans (All @mmerdal and Multi Family)
Soils Report must be submitted prior to footing inspection
Fire resistive assemblies speciFred and penetrations indicated- not applicable
Smoke detectors shown on plans- not applbable
Types and quantity of fireplaces shown- not applicable
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Date of submittal:
Applicant's Signahrr€:
Reoeived By:
870r7r2ltz r-u? P.001ft1il f-zl5kr0l-06 0l:03rr FrrT0lll 0t Vtltflfiln EE[oPtElll a
T5ltorilh FrcntagoRoad
vail CO 81657
n0479-2138
Ftx97o479 7452
COMMT]NITY IIEVELOPMEIIT FAX TRANSMITTAL SEEET
TO: Karen Shanlw. Jlm Bovil
COMPAIiIY NAME:ERWSD
f,iROM:- E[sabcftEckdReed
DAIE: o5ot06 fll[E: 4Dm
# OF PA@S IN I'OCI'MEITT (NOT INCX,I'DING COYER SIIEEI)-
RESFONSENDQIIIRED?
SE$ITBY
TOWN OF VAIL COMMUNITY DEVELOPMENT FA:( #@
TOWN OT' VAIL COMMT]NffY DEVEIOPMEITTT TEI,EPSONE #_94J4E}g,gP.
STECIAL COMMENTS AI{D NOTES:
Ly-01-06 0{:02n Frrlot 0F v lt}|IIY EYEtffit 0t01nt$t T-$? P.o0t/of Fzll
?uil IoF
Depurcnt ol Corolrlllt{tY DcvcloPtrent
75 Soroh Ftontqe Rod
Uall, Colddo 81657
97M79A138
FD(97M79-2152
w*clvcileaus
iNrY 08,2006
EEEb Riwrwfirrnd Sanhafnr tlbtict
E46 FoG.tRod
vdt,co 81657
Atfr: Mr.&ml BoYd.Jr.
M.. l(rtrnSlml€Y
Rc: 273lSnor^derry DrndLot 14 Blrr*g'Val lnbilnrnts'n
Daarilr. Bold and ME. ShanLY'
Thrnk you fu. attcnrting bdays Plaml€ and Erwlomrcntel Cdmftsion (PEC) h€ilm of a r€qEst for e Gonddonal
Use pernritb tneilattan ;il;;utd=wis-ta* at$";;;;;A.dd;a' Tti PEC u-rrnirrralv 4P.ud the tql€st
wlth tE ft lo,uitlg fi YE cofdltom:
1.PrtN b tctrdd d a credlv pcrrft twn tto louo { y-q ?e wuk @annul''t-t";w -no,ti'tlre
n 6etv -"i,?;;A Ld i s, ag* e. y?! lW suDddtllr'
shtt Dc E lbrr1itlta to an &- Ay {- t"n' d Vd My ryryfrprrr*t ilfr ce up aiiwrt ionr*rtr" b @e ead rr'cscd fia ecas
d Ld t s dut vN a d{''/'tx,i&-i;il, e rc nd d t p a'&dq ffir
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Tcff,n ol Vsll Puffi Vro'l€ Dff,Ftrt',',il-
tu q b @o!ruc*r\ a WW Nt td P$fE Wty rrtrnf- 9:r0 E sr'lniatt b t'p
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endcurr: PbmlneandEnvitorlmcfilComtnBlonapfod {btttt
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€Eagte River Water & Sanitation District
lntermountain Tank Site Feet O
Colorado
sEcTroN 00 91 13
ADDEIYDI]M
2.
State AddendumNumber
htne27,2006Eagle
County
Project: 1.5-MG Intermountain WST
Owner: Eagle River Water and Sanitation Disfrict.
Bid Date: June 30,2006
Bid Time: 2:00 p.m.
Location: Eagle River Water and Sanitation District
846 Forest Road
Vail, CO 81657
Revlsions to Contract Documents:
Section 00 41 00 - BID SCHEDULE - Bid Item No. 15 - The correct quantity is "1" and Unit is Lump
Sum (LS). Please note the corrections by hand in the Bid Schedule.
Section 0l 41 00 - BID SCHEDULE - Bid Itern No.'s 12 and28 - Note that water for pipeline and tank
filling and testing will be provided by the OWNER in accordance with the respective specifications.
Water used for construction, i.e., water for compaction, will be provided by the OWNER but paid for by
the CONTRACTOR. The CONTRACTOR will be required to use a hydrant meter available from the
OWNER.
Revisions to General Provisions: None
Revisions to Section 0800 - Special Conditions: None
Revisions to Technical Specilications:
Section 0l 20 00 - MEASUREMENT AND PAYMENT, BID ITEM NO. 2.27 - The CDOT CL 6
ABC thickness for both the initial and final placements shall be revised from 6-
inches to 4-inches.
00 9l 13 ADDENDUM NO. I
Section 01 20 00 - MEASUREMENT AND PAYMENT, BID ITEM NO. 29 - The design of the
wall is provided by the OWNER. Delete design from the work covered for
Payment.
Section 0l 35 00 - SPECIAL PROJECT PROCEDURES - The CDOT CL 6 ABC thickness shall be
revised from 6-inches to 4-inches.
Section 01 35 00 - SPECIAL PROJECT PROCEDURES - Section 3.4 paragraph title shall be
revised from TELEMENTRY to TELEMETRY AND ELECTRICAL.
Section 0l 35 00 - SPECIAL PROJECT PROCDURES - add the following paragraph
3.5 TELEMETRY ELECTRICAL SERVICE
A. The existing solar power at the 0.2 MG WST needs to be
replaced with the AC power to be run into the site. The
OWNER requests that the electric services site work be
performed as soon as possible to permit this transfer. This work
shall be performed by Timber Line Electric and Conhols Corp.
Revisions to Drawings:
Drawing C005 - The combined overflow / drain pipeline shall be revised from l5-inch to l2-inch
restrained joint DIP.
Drawing C005 - The riprap detailed at the energy dissipation structure shall be grouted riprap.
Drawing 52 - Drawing 52 shall be revised to include coating exposed portions of the wall, roof and
concrete hatch pedestals with Degussa THOROCOAT 200, color 4FMV-CPN8-JEKI
412-N (Moss Green).
Drawings made available to Bidders from Golder report - While copies of Drawings I - 3 were made
available with the information made available to the Bidders, copies are attached in the
event that the report lacked drawings.
Drawings made available to Bidders - Drawing I titled "Rock Wall" prepared by Golder Associates, is
made available to bidders. This drawing details the design of the retaining wall shown in
the site plan
Aclcnowledgment:
Acknowledgment of receipt of this addendum shall be made on Page I of 2 of the BID SCHEDULE.
Failure to acknowledge receipt of this addendum may be cause for rejection ofthe bid.
The Contract Documents and Construction Specifications shall not be altered and/or changed in any
other way than as heretofore indicated and/or specified.
Bates Engineering, Inc.
Prepared by:Date: Jlune27,2006
00 91 13
Robert T. Bates. P.E.
EI\D OF SECTION
ADDENDTIMNO. I
=cooEFIxq=v.'t>2f^-z<<B*zE<g?(rOg>(!l!u=d=1!s €6FF Iz3o-96 If!?-l ^i>l;{je9ASNST
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From:
To:
Date:
Subject:
"Karen Shanley'' <kshanley@erwsd.org>
"Joe Suther (E-mail)" <JSuther@vailgov.com>
08/09/2006 12:17::O4PM
Building Permit # 806-0185
Good Afternoon Joe,
The Eagle River Water & Sanilation District would like to turn over the
above-mentioned Building Permit to our &ntractor, Aslan Construction.
Primary ContacF Jason Fagette
Ph- 970-593-9669
Fax- 970-593$996
Address- 640 E. Eisenhower, Suite 2, Loveland, CO 80537
TOV Registration # - 338-4
I have made a copy of the original permit for our records; l'll bring the
original to the job site for Aslan's records.
Please let me know if you need any additional information. Thank you.
Karen Shanley
Construction Manager
Eagle River Water & Sanitation District
846 Forest Rd.
Vail, CO 81657
ph: (970) 477-5424
fax: (970) 476-4089
cell: (970) 401-0679
CC:'Bob Bates (E-mail)" <rbates@batesengineering.com>, "Bob MacTaggart (E-mail)"
<mail@aslanconstruction.com>, "Jason Fagette (E-mail)" <jasonf@aslanconstruction.com>, "Jen Tolan
(E-mail)" <jent@aslanconslruction.com>, "Mike Pelphrey (E-mail)' <mikep@aslanconstruction.com>,
<JIMB@vail.net>
SI.JBSOIL STUDY
FOR FOTJNDATION DESIGN
PROPOSED WATER STORACE TAI{K
LOT 14, BLOCK 9, VAIL INTERMOTJNTAIN
VNL, COLORADO
JOB NO. 10131r
MAY 30,2001
PREPARED FOR:
EAGLE RIVER WATER & SAI{ITATION DISTRICT
ATTN: LINN SCHORR
846 FOREST ROAI)
VAIL, COLORADO 81657
H"pC-f "*Uk Geotechnical, Inc.
5020 Count-v Road 154
Glenwood Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
hpgeo@hpgeotech.com
1il
ffi
AU6 0s 2006
TOWN OF VAIL
806,6/
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IIEPWORTH - PAWLAK GEOTECHNICAL. INC.
May 30,2001
Eagle River Water & Sanitation District
Attn: Linn Schorr
846 Forest Road
Vail. Colorado 81657 Job No. 101 3ll
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Subject: Report Transmittal, Subsoil Study for Foundation Design, Proposed
Water Storage Tank, Lot 14, Block 9, Vail Intermountain, Vail,
Colorado
Dear Ms. Schorr:
As requested, we have conducted a subsoil study for the proposed water tank at the
subject site. The tank will be buried and located to the east of the existing tank.
Subsurface conditions encountered in the exploratory borings drilled in the proposed
tank area consist of lYz to 2 feet oftopsoil above medium dense clayey sand and gravel
with cobbles. Groundwater was encountered in the borings at a depth of about 2 to 4
feet.
The proposed water tank can be founded on spread footings placed on the natural sand
and gravel subsoil and designed for an allowable bearing pressure of3,000 psf
excluding the weight of water. Pre-excavation dewatering and, possibly, shoring could
be needed to maintain cut slope stabiliry.
The report which follows describes our exploration, summarizes our findings, and
presents our recommendations. It is important that we provide consultation during
design, and field services during construction to review and monitor the implementation
of the geotechnical recommendations.
Ifyou have any questions regarding this report, please contact us.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL. INC.
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Steven L. Pawlak, P.E.
Rev. by: DEH
SLP/djg/ksw
TABLE OF CONTENTS
PIJRPOSEANDSCOPEOFSTUDY ......1
PROPOSEDCONSTRUCTTON. ......... I
SITECONDITIONS .... 2
FIELDEXPLORATION ,,.,.,.. 2
SUBSURFACECONDITIONS.. .......,2
FOUNDATIONBEARINGCONDITIONS... ........3
DESIGNRECOMMENDATIONS ......3FOUNDATIONS... .....3WATERTANKWALLS .........4
TANKBOTTOMSLAB . ....... 5UNDERDRAINSYSTEM .......6SITEGRADING.. .....6SURFACEDRAINAGE .... 7
LIMITATIONS.... .....7
FIGURE I . LOCATION OF EXPLORATORY BORINGS
FIGURE 2. LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LECEND AND NOTES
FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
H.P GEoTECH
PI.]RPOSE AND SCOPE OF STI.]DY
This report presents the results of a subsoil study for a proposed water storage
tank to be located at Lot 14, Block 9, Vail Intermountain, Vail, Colorado. The project
site is shown on Fig. 1. The purpose of the study was to develop recommendations for
the foundation design. The study was conducted in accordance with our agreement for
geotechnical engineering services to Eagle River Water and Sanitation District dated
April 18,2001.
A field exploration program consisting of exploratory borings was conducted to
obtain information on subsurface conditions. Samples of the subsoils obtained during
the field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results of the field
exploration and laboratory testing were analyzed to develop recommendations for
foundation types, depths and allowable pressures for the proposed tank foundation.
This report summarizes the data obtained during this study and presents our
conclusions, design recommendations and other geotechnical engineering considerations
based on the proposed construction and the subsoil conditions encountered.
PROFOSED CONSTRUCTION
The proposed tank will be cast-in-place concrete and completely buried with a
design bottom slab elevation of 8,148 feet. The tank will have a capacity of one million
gallons with a height of about 26 feet and a diameter of about 92 feet. Grading for the
structure will involve cut depths up to about 34 feet. Fill up to about 25 feet deep will
be needed to cover the front of the tank. The top of the tank will be covered with soil
about 1 to 2 feet deep. Final graded slopes of2 horizontal to I vertical are proposed
uphill and downhill of the tank. We assume relatively heavy foundation loadings from
the concrete structure and the earth loading on the tank.
If the tank location, grading or loading information change significantly from
that described, we should be notified to re-evaluate the recommendations contained in
this report.
H-P GEoTECH
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SITE CONDITIONS
The tank site is located just uphill of the access road into the existing tank as
shown on Fig. l. The terrain is moderately steep sloping down to the northwest at
grades between about 20 to 25%. An existing cut about l0 feet high for the access road
is located in the downhill part of the tank site. Vegetation on the hillside consists of a
pine forest with grass, weeds and scattered brush understory. About 18 inches of snow
covered the site from a recent heavy snow storm at the time of our field work. There
was considerable runoff from springtime thaw conditions.
FIELD EXPLORATION
The field exploration for the project was conducted on April 20 and 23,2@1.
Two exploratory borings were drilled at the locations shown on Fig. I to evaluate the
subsurface conditions. The borings were advanced with 4 inch diameter continuous
flight augers powered by a track-mounted CME-45 drill rig. The borings were logged
by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with 13le inch and 2 inch I.D. spoon
samplers. The samplers were driven into the subsoils at various depths with blows
from a 140 pound hammer falling 30 inches. This test is similar to the standard
penetration test described by ASTM Method D-1586. The penetration resistance values
are an indication of the relative density or consistency of the subsoils. Depths at which
the samples were taken and the penetration resistance values are shown on the Logs of
Exploratory Borings, Fig.2. The samples were returned to our laboratory for review
by the project engineer and testing.
SIjBSI]RFACE CONDITIONS
Graphic logs ofthe subsurface conditions encountered at the site are shown on
Fig. 2. Below about lVz to 2 feet of topsoil, the subsoils consist of medium dense
clayey sand and gravel with cobbles to the drilled depths of 30 to 50 feet. Groundwater
H.P GEOTECH
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was encountered at a depth of about 4 to 5 feet at the time of drilling and at about 2 feet
when checked 17 days later.
Laboratory testing performed on samples obtained from the borings included
natural moisture content and density, finer than sand size gradation analyses and liquid
and plastic limits. Swell-consolidation testing was performed on relatively undisturbed
drive samples of the more fine-grained subsoils. The swell-consolidation test results,
presented on Fig. 4, indicate low to moderate compressibility under conditions of
loading and wetting. The sample from Boring I at 9 feet showed higher compressibility
and was probably disturbed during driving of the sampler. The laboratory testing is
summarized in Table I.
FOTJNDATION BEARING CONDITIONS
The subsoils encountered at the tank site are mainly medium derse clayey sand
and gravel and suitable for support ofa shallow footing or mat foundation. The
groundwater level is relatively shallow and permanently lowering the water level to
below the tank bottom will be required. Pre-excavation dewatering and, possibly,
shoring could also be needed to maintain cut slope stability during construction.
DESIGN RECOMMEhIDATIONS
FOUNDATIONS
Considering the subsoil conditions encountered in the exploratory borings and
the nature of the proposed construction, we recommend the tank be founded with spread
footings or structural slab (ma| foundation placed on the natural granular soils.
The design and construction criteria presented below should be observed for a
spread footing or structural slab foundation system.
l) Foundations placed on the undisturbed natural soils can be designed for
an allowable soil bearing pressure of 3,000 psf. The weight of water can
be neglected when sizing the foundation. Based on experience, we
H-P GEOTECH
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exped settlement of foundations designed and constructed as discussed in
this section will be up to about I inch.
The foundations should have a minimum width of 24 inches.
The foundations should be provided with adequate soil cover above their
bearing elevation for frost protection. Placement of foundations at least
42 inches below exterior grade is typically used in this area.
The tank walls should be designed to resist lateral earth pressures as
discussed in the 'Water Tank Walls" section of this report.
Topsoil and any loose or disturbed soils should be removed and the
foundation bearing level extended down to relatively dense natural
granular soils. Subexcavated areas should be backfilled with granular
soils compacted to at least 100% of standard Proctor density or with
concrete. The groundwater level should be lowered to at least 2 feet
below design tank subgrade level. If water seepage is encountered in
individual foundation excavations, additional dewatering should be
provided before concrete placement.
A representative ofthe geotechnical engineer should observe the
foundation excavations prior to concrete placement to evaluate bearing
conditions.
4)
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WATER TANK WALLS
The tank walls should be designed for a lateral earth pressure computed on the
basis of an equivalent fluid unit weight of at least 60 pcf for backfill consisting of the
on-site granular soils. The tank walls should be designed for appropriate hydrostatic
and surcharge pressures such as trafFrc, construction materials and equipment, and soil
cover. The pressure recommended above assumes drained conditions behind the walls
and a horizontal backfill surface. The buildup of warer behind the tank wall or an
upward sloping backfill surface will increase the lateral pressure imposed on the tank
wall. A lateral earth pressure of 75 pcf equivalent fluid unit weight is recommended for
a 2 horizontal to I vertical slope above the tank.
H-P GEoTECH
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Backfill should be placed in uniform lifts and compacted to at least 95Vo of the
maximum standard hoctor density at a moisture content near optimum. Care should be
taken not to overcompact the backfill or use large equipment near the wall since this
could cause excessive lateral pressure on the wall. Some settlement ofdeep foundation
wall backfill should be expected even if the material is placed correctly and could result
in distress to facilities constructed on the backfilL_
The lateral resistance of the foundation will be a combination of the sliding
resistance ofthe foundation on the bearing materials and passive earth pressure against
the side of the foundation. Resistance to sliding at the bottom of the foundations can be
calculated based on a coefficient of friction of 0.45. Passive pressure of compacted
backfill against the sides ofthe foundations can be calculated using an equivalent fluid
unit weight of 375 pcf for a dry backfill condition and 250 pcf for buoyant conditions.
The coefficient of friction and passive pressure values recommended above assume
ultimate soil strength. Suitable factors of safety should be included in the design to
limit the strain which will occur at the ultimate strength, particularly in the case of
passive resistance. Fill placed against the sides ofthe foundations to resist lateral loads
should be a granular material compacted to at least 95vo of the maximum standard
Proctor density at a moisture content near optimum.
TANK BOTTOM SLAB
The natural on-site soils are suitable to support the tank floor under moderate
loading from the weight of water. A minimum 6 inch layer of free draining gravel
should be placed beneath the tank bottom slab to facilitate drainage. This material
should consist of minus 2 inch aggregate with at least 50% retained on tlte No. 4 sieve
and less than2% passing the No. 200 sieve. Free draining gravel placed under the tank
bottom should be connected to the perimeter underdrain system.
All fill materials for support of the bottom slab should be compacted to at least
100% of maximum standard Proctor density at a moisture content near optimum. Prior
to placing the drain gravel material, the subgrade should be moisture treated and
compacted to at least 95% of standard Proctor density at a moisrure content near
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optimum. Required fill should consist of imported aggregate base course or approved
on-site sand and gravel soils.
UNDERDRAIN SYSTEM
Groundwater was encountered a shallow depth and extensive subsurface
drainage will be required to lower the groundwater level and protected the tank from
hydrostatic pressure buildup. It has also been our experience in mountainous areas that
local perched groundwater can develop during times of heavy precipitation or seasonal
runoffand frozen ground during spring runoffcan create a perched condition.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with freedraining granular material. The drain
should be placed at least 2 feet below slab subgrade level and sloped at a minimum 1%
to a suitable gravity outlet. Free-draining granular material used in the underdrain
system should contain less than 2% passing the No. 200 sieve, less than 50% passing
the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should
be at least 3 feet deep and extend up to above any seepage encountered in the excavation
cut face. A filter fabric should be placed between the drain gravel and native soils to
prevent washing fines into the drain gravel.
SITE GMDING
Excavation for the tank will be relatively extensive and to below the
groundwater level, and could induce slope instability. Cut depth for the tank is
expected to be up to about 34 feet. We expect that pre-excavation dewatering, such as
with trench drains, and temporary shoring will be needed to maintain the cut slope
stability. The dewatering and shoring should be designed and installed by qualified
contractors. Fills placed around the tank walls and on top ofthe tank should be
compacted to at least 95Vo of the maximum standard hoctor density near optimum
moisture content. Prior to any new embankment fill placement, the subgrade should be
carefully prepared by removing all vegetation and topsoil and compacting to 95%
standard Proctor density. The fill along the downhill side of the tank should be benched
H-P GEoTEGH
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into the portions of the hillside exceeding 20Vo grade. A unit weight of 130 pcf can be
used to calculate loading on the tank due to the soil cover.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to
I vertical or flaner and protected against erosion by revegetation or other means. The
risk of slope instability will be increased if seepage is encountered in cuts above the
tank and flaner slopes or additional subsurface drainage may be necessary. If seepage
is encountered in permanent cuts, an investigation should be conducted to determine if
the seepage will adversely affect the cut stability. This office should review excavation
grading, subsurface drainage and site grading plans for the project prior to construction
and observe all cuts for stabilitv considerations.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the water tank has been completed:
l) Inundation ofthe tank excavation should be avoided during construction.
2) Nonstructural backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density.
3) The ground surface around and on top ofthe tank should be sloped to
prevent ponding. Free-draining wall backfill should be apped with at
least 2 feet ofthe on-site finer graded soils to reduce surface water
infiltration.
LIMITATIONS
This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either express or implied, The conclusions and recommendations submitted in
this report are based upon the data obtained from the exploratory borings drilted at the
locations indicated on Fig. 1, the proposed type ofconstruction and our experience in
the area. Our findings include interpolation and extrapolation ofthe subsurface
conditions identified at the exploratory borings and variations in the subsurface
H-P GEoTECH
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conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified so that re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design
purposes. We are not responsible for technical interpretations by others of our
information. As the project evolves, we should provide continued consultation and field
services during construction to review and monitor the implementation of our
recommendations, and to veri$ that the recommendations have been appropriately
interpreted. Significant design changes may require additional analysis or modifications
to the recommendations presented herein. We recommend on-site observation of
excavations and foundation bearing strata and testing of structural fill by a
representative of the geotechnical engineer.
Sincerely,
HEPWORTH - PA INC.
Steven L. Pawlak,
Daniel E. Hardin, P.E.
SLP/djg/ksw
cc: Peak Civil Engineering - Attn: Jim Ellerbroek
frt;e**
15222 i
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APPROXIMAIE SCAIf1'= 60'
LOT 15
lt
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LOT 14
EXISTING SIEEL
WATER TANK
EXISTING
ACCESS
ROAD,a
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8160
- B17o
El40
El50
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"l:.8190
El80
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\ - 8210- a220 - g2oo
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\ PROPOSED
WATER TANK\
LOCATION OF EXPLORATORY BORINGSHEPWORTH_PAWLAK
GEOTECHNICAL, INC.101 311
BORING 1
ELEV-= 8154'
BORING 2
EIEV,= E171'
El75
o17:
17/12rc-lZs
D[t-l22
-20O-3:ttL-27
Pbaur2l0o
20./12UC-lat
olt-l2E
-20(ts29
31^2
26/12
UC-14.5
Dtbl20
-200=JE
fi/12
2q12
WC-l2.l
-?00.25tl-2E
Pl-l1
8155
13/r2
16n2
UC-t+.a
OO-rrg
-2qF37
1742
WC-'lJ.+
-20(FJO
le/6
E^2
PROPOSED TAI{K BOTIOIBIr/i\T0 - al4d
81,+5
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32h2uEr{.7
-AXr-a8lIE29
Pl-12
20/6,&n
.En2
Note: Explonotion of symbds is shown on Fig. 3.
1ol 311
HEPWORTH_PAWLAK
GEOTECHNICAL. INC.LOGS OF EXPLORATORY BORINGS Fig. 2
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LEGEND:
TOPSO|Ij orgonic sondy cloy ond silt, sofl wet, dork brown'
SAND AND GRA\EL (SC-GC); cloyey to very cloley, cobbles, medium dense, very moist to wct'
mixed brown.
Relotively undisturbed drive somplet 2-inch l.D. Colifornio liner somple.
Drirrc somple; stondord penetrotion test (SPT), 1 5rl8 inch l.D. spllt spoon somple, ASIII D-1586'
Drive somple blow count; indicotes thot 39 blows of o '140 pound hommer folling 3O inc-hes were
required tb driw the Colifomio or SPT sompler 12 Inches'
Free woter leral in boring ond number of dop following drilling meosurement wos tokcn'
lndicotes slotted PVC pipe instolled in boring to depth shown'
Depth of which boring coved.
NOIES:
1. Explorotory borings were drilled on April 20 ond 23, 2OO1 with o 4-inch diometer continuous flight
POUGr Ouger-
2, Locotions of explorotory borings were meosured opproximotely by pocing from feotures shown on the site
. plon provided.
3. Eevotions of explorotory borings were obtoined by lnterpolotion between contours on thc slte plon
4. The explorotay boring locotions ond elevotions should be considered occurote only to thc degree irnplled
by the method used.
5. The llnes betueen moteriols shown on the explorotory boring logs represent the opproximote boundorics
between moterlol tlpes ond tronsitions moy be groduol'
6, Woter lenel reodings shown on the logs were mode of the time ond under the conditions indicoted'
Fluctuotion In roter levd moy occur with time'
7. Loborotory Testing Results:
WC=liloterContent(%)
DD - Dry Density ( pcf )
-200 = Perccnt possing No. 200 sieve..
UC = Unconfined'Compiessive Strength ( psf )
LL=UquidLimit(Z)
Pl = Plosticity Index ( % )
LEGEND AND NOIESHEPWORTH-PAWLAK
GEOTECHNICAL, INC.101 311
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DrY DensitY = 119 Pcf
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August 3,2W ,
Mr. Jim Boyd
Eagle River Water & Sanitation District
846 Forest Road
Vail, CO 81657
Re: 1.s-MG Intermountain WST
Dear Jim:
Thank you for forwarding the Town of Vail's review comments on the 1.5-MG
Intermountain Water Storage Tank to me. The purpose of this letter is to respond to
comments No .2 atrd 3 made by Chris Gunion.
Comment 2) Bates Engineering staff, including Jordan Willeke, EI, Kit Badger, MSCE,
PE, and Henrik Forsling, MSCE, EI, will be responsible for performing visual rcviews
and acceptance of reinforcing and post-tensioning steel placement, concrcte placement
and post-tensioning steel stessing. Both conventional concrete comprcssive stength
cylinder tests and the maturity method will be used to determine the concrete
compressive strength. The maturity data loggers placed in the concrete by Bates' staff
will also provide a record of concrete temperature on an hourly basis for up to 60 days'
These construction inspection activities will determine the compliance of the work with
the design intent, drawings and specifications. This work will be performed under my
direct supervision. Copies of our daily review reports can be made available to the
Town.
Comment3) Several project drawings have been revised and attached, a couple of
which reflect the exposed versus buried hatch condition. The exterior ladder has been
moved to be adjacent to the manway access hatch, as it should have been, and the guard
chains connected from the ladder cage to the safety railing around the hatch area. It is
our opinion that the safety rail shown meets the intent of the International Building Code
and the District's desire !o minimize visual impacts.
I have attached stamped and signed drawings that have been revised. Please call or email
me if you have any questions.
Sincerely,
Bates Engineering, Inc.(k^.rTAr
Robert T. Bates, PE, Fellow ACEC
Itles Englne€ring Incorporat€d
7175 w' lefferson Averuc, Suile ]8oo
Lalcwood, Colorado EO2l5.2t2t
101.980.1212 Tel.
tot.98O,6m Par.
rwvr,batas€o$n€erlnt.co|n
Page I ofl
KARENS
From: Dessenberger, Nancy [Nancy_Dessenberger@golder.com]
Sent: Wednesday, August 02, 2006 3:00 PM
To: Jim Boyd; Harrison, Frank; Bob Bates
Gc: karen shanley; linn schorr
Subject RE: [Fwd: 806-0185 Intermountain Water Storage Tank]
Jim:
I spoke with Frank about this. We concur with the HP value for subgrade bearing capacity, and hopefully lhe
existing HP report therefore covers this question. Frank and Bob had discussed this as an appropriate value for
the design of footings and so forth. (The presence of the slone columns does not really apply to design of
individual footings.) Please let us know if anything is specifically needed as documentation from Golder regarding
this item.
Nancy D
Golder Associates/Denver
303-980-0540
ndessenberger@golder.com
8/312006
August 3,2W
Mr. Jim Boyd
Eagle River Water & Sanitation District
846 Forest Road
Vail, CO 81657
Re: 1.5-MG Intermountain WST
Dear Jim:
Thank you for forwarding tlre Town of Vail's review comments on the 1.5-MG
Intermountain Water Storage Tank to me, The purpose of this letter is to respond to
comments No. 2 and 3 made by Chris Gunion.
Comment 2) Bates Engineering staff, including Jordan Willeke, EI, Kit Badger, MSCE,
PE, and Henrik Forsling, MSCE, EI, will be responsible for performing visual reviews
and acceptance of reinforcing and posttensioning steel placement, concrete placement
and post-tensioning steel stessing. Both conventional concrete compressive strength
cylinder tests and the maturity method will be used to determine the concrete
compressive strength. The maturity data loggers placed in the concrete by Bates' staff
will also provide a record of concrete temperature on an hourly basis for up to 60 days.
These construction inspection activities will determine the compliance of the work with
ttre design intent, drawings and specifications. This work will be performed under my
direct supervision. Copies of our daily review reports can be made available to the
Town,
Comment 3) Several project drawings have been revised and attached, a couple of
which reflect the exposed versus buried hatch condition. Thc exterior ladder has been
moved to be adjacent to the manway access hatch, as it should have been, and the guard
chains connected frorn the ladder cage to the safety railing around the hatch area. It is
our opinion that the safety rail shown meets the intent of the International Building Code
and the Dishict's desire to minimize visual impacts.
I have attached stamped and signed drawings that have been revised. Please call or email
me if you have any questions.
Sincerely,
Bates Engineering Inc.(H,;rAr
Robert T. Bates, PE, Fellow ACEC
Nalcs Enli|lccrh! Incorgo[lcd
t175 w' lctttr5on l|.tlr{a. Sultt fEoo
Lrlcmod. Colordo 6021t.212 I
tol.gso.r 2r 2 lrl.
10l.980.6100 t r.
rw,batoseithalr[f .Com
Page I of I
KARENS
From: Dessenberger, Nancy[Nancy_Dessenberger@golder.om]
Sent: Wednesday, August02,2006 3:00 PM
To: Jim Boyd; Harrison, Frank; Bob Bates
Gc: karen shanley; linn schorr
Subject RE: [Fwd: 806-0185 Intermountain Water Storage Tank]
Jim:
I spoke with Frank about this. We concur with the HP value for subgrade bearing capacity, and hopefully the
existing HP report therefore covers this question. Frank and Bob had discussed this as an appropriate value for
the design of footings and so forth. (The presence of the stone columns does not really apply to design of
individual footings.) Please let us know if anything is specifically needed as documentation from Golder regarding
this item.
Nancy D
Golder Associates/Denver
303-980-0540
ndessenberger@golder.com
8t3t2006
Page 1of2
KARENS
From: Jim Boyd fiboyd@erusd.org]
Sent: Tuesday, August 01, 2006 3:48 PM
Gc: karen shanley
Subject: [Fwd: 806-0185 Intermountain Water Storage Tank]
Hello group,
Please review the TOV's comments and respond as soon as possible. Frank and Nancy, will you please
address Chris Gunions' questions regarding bearing capacity.
----- Original Message --------
Subject:B06-01 85 Intermountain Water Storage Tank
Date:Tue, 01 Aug 2006 ll:41:29 -0600
From:Chris Gunion <CGunion@vailgov.com>
To:<jboyd@erwsd.org>
CC:JR Mondragon <IMondragon.VAILJO.VAILCO@vailgov.com>, Mike McGee
<MMcGee.VAIL_PO.VAIL_CO@vailgov.com>, Tom Kassmel
<TKassmel.VAIL-.PO.VAILJO@vailgov.com>
Hi ,fim,
I am reviewing the plans and building permit appl-ication for the
project. I have just a few of items:
f) on sL1 of the gtruccuraL drawings by Bate8 engineering there is
reference to an HP Geotech soils repor! for the 3ooo psf bearing
capacity used in the footing design. I have the Gol-der soils reports,
but not a copy of the HP report. Golder's report does not epecify whats
soj-l bearing capacity shouLd be used given the gravel and atone column
subgrade design. Do you have copies of the HP report, or documentation
from Golder on the appropriate soil bearing capacity? IBC 1804.
2) Special inspect.ions and reportss are required per IBc ch 17 for tshe
concrece strength testing and post tensioning per IBC table 1704.4.
Please include a leEEer indicating who will be performing Ehe special
inspections per IBC 1-704.7. our building inspectors can inspect the
forms and reinforcemenE prior tso placemenE of concreEe.
3) Guard rails are required around aII walking areas within 10' of tshe
edge of tshe Eank roof per IBc 1012.5
316 showg some wal1s around the entrance Eo t.he interior accegs ladder.
The detail incorrect.ly ehowe grade up at the t.op of tshe tank. Please
clarify type and extsent. of guards in thie area.
s17 shows a gap between the guard and the top of Ehe ladder. The
horizontal gnrard rails should be connected to the tsop of the ladder cage
so tshere is no gap in fall protection. IBC 1012.1
The exterior access Iadder is shown on the oppositse side of the tank.
How will the intserior ladder be accessed? The access route would
reguire guard rails where within 10' of the tank roof edge per rBC
1012.5.
PLease submit (4) revised stamped and aigned copies of any plan sheeta
effected bv these chanqes .
8/3t2006
Page2 of?
Thanks,
Chrie Gunion
I.C.C. Pl-ans Examiner
Town of vail Building Safety and Inspection Services
910.479.2369
cqunion@vai lqov . com
8t3/2006
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CONTRACT DOCUMENTS
AND
CON STRUCTION SPECIFICATIONS
FOR THE
EAGLE RIVER WATER AND
SANITATION DISTRICT
1 .5-MG INTERMOLINTAIN WATER
STORAGE TANK
June 2006
Town of Vail
OFFIGE COPY Bid Documents
eGsET€ I,. EEh IXO
\-../
tf,EG;:rr;'r:,[rlUl I lr
fi JUN 30 2006
U
TOWN OF VAIL
Bo6.o/9f
Bates Engineering, lnc.
7175 W. Jefferson Ave., Suite 3800
Lakeryoid, CO.80235 .
303-980-1 2,12 l' 3q3-980-6300 (taxl"
www. b ate se ng i n ee ri ng. com
r
r SBCTION 00 01 r0
TABLEOFCONTENTS
I
DIVISION OO _ CONTRACTING REQUIREMENTS
I Table of Contents
Invitation to Bid
lnstructions to Bidders
I Bid Form
Bid Bond- Notice of Award
I Agreement
Performance and Warranty Bond
Payment Bond
f Notice to Proceed
Gen€ral Conditions
I DIVISION OI _ GENERAL REQUIREMENTS
I 0l 0l 13 SummaryofworkI 0l 20 00 Measurement and Payment
Ol29 73 Schedule of Values
I 0l2l 13 Coordination
- Ol 32 16 Construction Schedules
Ol 32 29 Construction ReviewI or 33 or submittalsI Supplement - Submittal Transmittal
r 0l 35 00 Special Project Procedures
I 0l 51 00 TemporaryUtilitiesr' 0l 5l 16 TemporaryFireProtection
Ol 55 26 Traflic Conhol
I 01 66 00 Delivery, Storage and Handlingrr u 7123 Field Engineering
I 01 7l 34 Tree and LandscapeProtection
t 017136 Maintenance of Water Systan Operations
01 74 16 Site Maintenance
ri 01 89 29 Move In and Site Preparation
I
DIVISION 02 _ EXISTING CONDITIONS
t 02 00 00 Site Conditions- 02 40 00 Removal of Structures and Obstructions
t DrvrsroN 03 - CONCRETE
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I ooor ro TABLE OF CONTENTS
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03ll 13
03 l5 13.01
03 l5 13.02
03 l5 13.03
03 15 13.04
03 ls 13.05
03 15 t4
03 21 00
03 23 r0
03 23 s0
03 30 00
03 30 00
03 35 00
03 36 00
03 39 00
03 66 00
03 67 00
03 68 00
07 73 00
07 9t 23
07 9200
DIVISION 04_MASONRY
DIVISION 05 _ METALS
05 80 00 Sacrifi cial Magrresium Anodes
DIVISION 06 _WOODS. PLASTICS AND COMPOSITES
06 82 00 Fiberglass Reinforced Plastic (FRP) Fabrications
DIVISION 07 - THERMAL AND MOISTURE PROTECTION
CIPC Forming
Polyvinyl Chloride (PVC) Waterstops
Hydrophilic Rubber Waterstop
Chemical Grout Waterstop
Sealing Strip Waterproof Membrane
Flexible Cementitious Waterproof Membrane
Expansion Joint Filler
Reinforcing Steel
Post-Tensioning Steel
Post-Tensioning Tendon Grouting
Cast-ln-Place Concrete
CIPC Maturity Testing
Construction Joints
Concrete Finishing
Concrete Curing
Grout for Tie Holes
Grout for PT Anchorage Pockets
Concrete Crack Repair
Access Hatches
Backerrod
Sealants
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DIVISION 08 _ OPENINGS
DIVISION 9_FINISHES
09 06 90
09 91 00
DIVISION IO - SPECIALITIES
DIVISION II - EQUIPMENT
Schedules for Painting and Coating
Painting
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00 0l l0 TABLE OF CONTENTS
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I DIVISIoN 12 - FURNrsHrNcs!
I DIVISION13-SPECIALCONSTRUCTION
DIVISION 14 _ COI\N/EYING EQUIPMENT
t DIVISION 21 - FIRE SUPPRESSTON
I DIVISION 22_PLUMBING
I DIVISION 23 _ HEATING. VENITLATING AND AIR-CONDITIONING
I DIVISION 25 _INTEGRATED AUTOMATION
I DIVISION 26 - ELECTRICAL
I
26 09 13 Electric. Communication Conduits and Gas Systerns
I 26 42 0A Sacrificial Anode Cathodic Protection
I
DIVISION 27 _ COMMUNICATIONS
I DIVISION 28 _ ELECTRONIC SAFETY AND SECURITY
T DIVISION 3I _EART}IWORKr
31 05 19 Geotextile Fabric
I 3l I I 00 Clearing and GrubbingI 31 23 00 Excavation and Fill
3123 16.01 Trorching, Bedding and Backfill for Comrgated Metal Pipe
I 3 I 23 16.03 Trenching, Bedding and Backfilling for Welded Steel Pipea 31 23 16.04 Trenching, Bedding and Backfilling for Ductile-Iron Pipe
3123 l8 Blasting
I 3123 lg Dewatering
- 3123 23.33 Controlled Low-Strength Material (Flow Fill)
31 25 00 Erosion and Sedimentation Control
I 31 37 00 Grouted Riprap! 31 66 00 Vibro-Replacement (Stone Columns)
I DIVISIoN 32 - EXTERToR IMpRovEMENTSr
r 32 ll 23 Aggregate Base Course
f 32 3l 13 Chain Link Fence and Gatest 3232 50 Boulder Rock Walls
,ri 32 90 00 Seeding
I DIVISIoN 33 -uTILITIES
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I ooor ro TABLE OF CONTENTS
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33 05 13 Utility Manholes
33 0514 Joint Sealers for Utility Manholes
33 05 26 Utility Waming TaPe
33 l0 00 Water Distribution
33 I I 0l Welded Steel PiPe
33 I I 01.01 Steel Overflow Pipe Assembly
33 I I 02 cernent-Mortar Lined Bituminous-coated Ductile-Iron Pipe
33 12 16.02 3Jnch through l2-Inch Gate Valves
33 l2l9 Fire HYdrants
33 12 43 Bolted Sleeve Type Couplings' High Deflection Fittings,
Flange Adapters and Flexible Connectors
33 12 53 Grooved PiPe CouPlings
33 12 93 Sacrificial Anode Cathodic Protection
33 13 00 Disinfection of Water Systerns
33 14 00 Pipeline Hydrostatic Testing
33 16 0l Post-Tensioned Concrete Water Storage Tanks
33 16 20 WST Cleaning, Disinfecting and Testing
331621 WST Staff Gage
33 1622 WST Vents
33 16 23 Natural Rubber Bearing Pads
33 1624 NeoPrenePads
33 1625 Modular Mechanical Pipe Seals
33 1627 WQ MonitoringTubing
33 41 20 Automatic Drainage Gates
33 4213 - Comrgated Metal Pipe and Pipe Arches
33 4616 Pipe Underdrains
DIVISION 34 - TRANSPORTATION
DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION
END OFINDEX
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00 0t l0 TABLEOFCONTENTS I
-
I PROJECT MANUAL
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June 8, 2006
I
I OWNER: EAGLE RIVER WATER & SANITATION DISTRICT
I S46F0RESTROAD
VAIL, COLORADO 81657
970476-7480I
TABLE OF CONTENTS
I I. Invitation to Bid
I II. Specifications
- n Agreement
r ry. Instructions to Bidders
t V. Bid Bond
I VI. Bid Form
I VII. Performance, Payment and Warranty Bond
I Vn. Notice of Award
I IX. Notice to ProceedI
X. General Conditions
I XI. Assignment of Acceptable Security
I XII. Receipt of Security in Lieu of Retainage
- XIII. Certificate of Final Completion and Acceptance
I XIV. Notice of Final Payment
I
I Please note that although the Rules, Regulations and Specifications of the Eagle
River Water & Sanitation District and Town of Vail ordinances are not included herein;
I they are incorporated herein by reference and are to be adhered to in their entirety.
I C:\ERWSD I.s-MG INTERMOTJNTAIN WSNSPECS. CONTRACT DOCS\TAbICOTO ENIS.dOC
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INVITATION TO BID
Projecfi Intermountain Water Storage Tank Project
Contract No. 06.15.077
Engineer
Bates Enginesying
7173W. Jefferson Ave.
Suite 3800
Owner
Eagle River Water & Sanitation District
846 Forest Road
Vail, CO 81657
Lakewood, CO 8023*2321
Sealed bids will be received by the Eagle River Water and Sanitation District, 846 Forest Road,
Vail, Colorado until 2:00 p.m. local time June 23,2006. Bids received after this time will not be
accepted and will be returned unopened.
At said place and time, and promptly thereafter, all bids that have been duly received will be
opened publicly and read aloud. All interested parties are invited to attend. The Owner reserves
the right to reject any and all bids and to waive irregularities or informalities in any bid.
The work to be performed generally includes: Installation of a new, above ground, 1.5 MG
concrete water storage tank and removal of an existing, above-ground steel water storage tank.
Associated piping is also included in this scope of work- Project will take place at the
Intermountain Subdivision in Southwest l/ail.
Bids shall be submitted on a unit price basis.
Copies of the Drawings, Specifications and other Contract Documents for use in preparing Bids
may be obtained from the Engineer after June 8, 2006 upon paying $50.00 for each set of
Contract Documents. Payment is to be made to the Eagle River Water & Sanitation District. All
payments made for Drawings, Specifications, and other Contract Documents are nonrefundable.
Copies of the Drawings and Project Specifications are also on file and may be examined at the
Owner's address during normal working hours after June 8, 2006.
Each Bidder shall file with his Bid a cashier's check. or a Bid Bond. in accordance with the
Instructions to Bidders.
The Bidder to whom a Contract is awarded will be required to fumish a Performance, Paymant
and Warranty Bond guaranteeing faithful performance.
No Bids may be withdrawn within a period of sixty (60) days after the date Bids are opened.
A mandatory Prebid Conference will be held at the Eagle River Water and Sanitation District
Main Office located at 846 Forest Road, Vail, Colorado 81657 , on June 15,2006, at 2:00 p.m.
I
Bids will be considsred only from Bidders who have attended the Prebid Conference. Bids from
Bidders not indicated in the Enginesr's records to have been in attendance at the Prebid
Confsrence will be returned unopened.
OWNER:
By: Darnis Gelvin, General Manager
Published in the: Eagle Valley Enterprise
Publication dates: June 8,2006 and June 15, 2006
Published in the Vail Daily
Publication dates: June 8, 2006, June 9, 2006, June 12,2006, June 13, 2fi)6
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INSTRUCTIONS TO BIDDERS
Engineer
Bates Engineering, Inc.
7175W. Jefferson Ave., Suite 3800
Lakewood, CO 80235
(Owner)
Eagle River Water & Sanitation District
846 Forest Road
Vail. CO 81657
PARTI - DEFINEDTERMS
1.01 Terms used in these Instructions to Bidders which are defined in the General Conditions have the meanings
assigned to them in the General Conditions. The term "Successful Biddel'means the lowes! qualified,
responsible responsive Bidder to whom Owner (on the basis of Owner's evaluation as hereinafter provided)
makes an award.
PART 2 - COPIES OF CONTRACT DOCUMENTS
2.01 Complete copies of the Drawings and Project Specifications for use in preparing Bids may be obtained
from the Engineer. All payments for Contract Documents are non-refundable.
2.02 No partial sets of Contract Documents will be issued. Complete sets of Contract DocumenB shall be used
in preparing Bids; neither Owner nor Engineer assumes any responsibility for enors or misinterpretations
resulting from the use of incomplete sets of Contract Documents.
2.03 Ou,ner and Engineer will make copies of Contract Documents available on the above terms for the purpose
of obtaining Bids on the Work only and do not confer a license or grant for any other use.
PART 3 - QUALTFICATIONS OFBTDDERS
3.01 Each Bidder must be prepared to submit written evidence of his quatifications to perform the Work as set
forth in Part 16 ofthis Instructions to Bidders. Bidders may be required to submit evidence that lhey have a
practical knowledge ofthe particular Work bid upon, and that they have the financial resources to complete
the proposed Work. In determining the Bidder's qualifications, the following factors will be considered:
work previously completed by the Bidder and whether the Bidder (a) maintains a permanent place of
business, (b) has adequate plant and equipmenl to do the Work properly and expeditiously, (c) has the
financial resources to meet all obligations incident to the Work, and (d) has appropriale technical
experience. Each Bidder may be required to show that he has handled former work so that no just clairns
are pending against such work. No Bid will be accepted from a Bidder who is engaged in any work which
would impair his ability to perform or finance this Work.
3,42 Each Bid must contain evidence ofBidder's qualification to do business in the State ofColorado.
PART 4 - EXAMINATION OF CONTRACT DOCUMENTS; VISIT SITE
4.01 Before submining a Bid, each Bidder must (a) examine the Contract Documents thoroughly; (b) visit the
site to familiarize himself with local conditions that may in any rnanner affect cosl, progress or
performance of the Work; (c) familiarize himself with Federal, State, and local laws, ordinances, rules, and
regulations that may in any manner affect cost, progress, or performance of the Work; (d) study and
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carefully correlate Bidder's observations with the Contract Documents; and (e) attend the Pre-Bid
conference and site visitation described in Part 6 herein.
4.02 Reference is made to the Soil lnvestigation Data for the identification of those reports of investigations and
tests of subsurface and latent physical conditions at the site or which may otherwise affect the cost,
progress or performance of the Work, and which have been relied upon by the Engineer in preparing the
Drawings and Specifi cations.
Copies of such reports, ifany, may be physically attached to or bound with the Contract Documents for the
Bidder's convenience but are trot incorporated within or to be interpreted to constitute a part of the
"Contract Documents". Neither Owner nor Engineer makes any repres€ntation or waranty concerning
such reports.
4.03 On reques! Owner will provide each Bidder access to the site to conduct such investigations and tests as
each Bidder deems necessary for submission of its Bid.
4.04 The lands upon which the Work is to be performed, rights-of-way for access thereto, and other lands
designated for use by Contractor in performing the Work, are identified in the Supplementary Conditions,
Specifi cations, or Drawings.
4.05 Access ro the site may be arranged through the Owner by contacting Mr. Jim Boyd, Telephone: (970) 476-
7480. Site access will be limited to normal working hours and lo pre-arranged times.
4.06 The submission of a Bid will constitute an incontroverlible representation by the Bidder that it has
complied with every requirement of this Article 4 and that the Contract Documents are suflicient in scope
and detail to indicate and convey understanding ofall terms and conditions for performance of the Work.
PART 5 - INTERPRNTATIONS
5.01 All questions about the meaning or intent of the Contract Documents are to be submitted to Engineer in
writing. Replies will be issued only by Addenda. Questions received less then five (5) days prior to the
date of opening of Bids will not be answered. Only questions answered by formal written Addenda will be
binding. Oral and other interpretations or clarifications will be without legal effect. Addenda will be
mailed or delivered to all parties recorded by Engineer as having received the Contract Documents. No
Addenda will be issued later than tbree (3) days prior to the date for receipt ofBids except an Addendum, if
necessary, postponing the date for receipt of Bids or withdravring the request for Bids.
5,02 All Addenda lo the Contract Documents shall be properly acknowledged in the space provided on the Bid
Form.
PART 6 - pRE-BrD CONFERENCE (MANDATORY FOR BIDDING)
6.01 A mandatory Pre-Bid conference will be conducted by Owner and Engineer at the time and place indicated
in the Invitation to Bid. Representatives of Owner and Engineer will be present to answer questions. Any
questions which, in the opinion of the Engineer, cannot be answered by direct reference to the Contract
Documents will be answered by formal written Addenda as outlined above under Part 5.
The Pre-Bid conference witl include a tour of the site of the Work, conducted by representatives of Owner
and Engineer. All interested parties are invited and required to attend.
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PARTT - BASISOFBIDS
7.01 The Bidder shall submit bids for all alternates, if any, listed on the Bid Fomr, as required by the Bid Form.
PARTS - BIDSNCURITY
8.0f Bid secwity shall be made payable to Owner, in an amount of five percent (57') of the Bidder's maximum
Bid Price, including alternates, if any, and in the form of a Cashier's Check or a Bid Bond on the form
attached issued by a surety meeting the requirements of the General Conditions. Submission of a Bid will
constitute an agreement on the part of the Contractor and its Surety, if any, with the Owner that: (i) 5% of
tbe Bidder's rnaximum Bid Price, including altemates, if any, is a reasonable estimate of the presumed
actual damages the Owner would suffer as a result of Contractor's failure to enter into the Agreemant and
deliver the required Performance, Payment and Warranty Bond; (ii) it is dilficult to ascertain the amount of
actual damages to the Owner that would result from a breach; and (iii) the amount of 5% of the Bidder's
maximum Bid Price, including alternates, if any, shall be liquidated damages.
8.02 The Bid security of the Successful Bidder will be retained until such Bidder has executed the Agreement
and fumished the required Perforrnance, Payment and Warranty Bond, whereupon it will be retumed. lf
the Successful Bidder fails to execute and deliver the Agreement and furnish the required Performance,
Payment and Warranty Bond within ten (10) days of the notice of award, or in the event the Successful
Bidder fails to enter into such Agreement and furnish such Performance, Payment and Warr-anty Bond, if
the Successful Bidder fails to pay to Owner the difference between such Bid amormt and such larger
amount for which Owner may in good faith contract with another party to perform the Work covered by
such Bid, then Owner may annul the Notice of Award and the Bid security of that Bidder will be forfeited
to the extenl of such difference. The Bid security of any Bidder whom Owner believes to have a
reasonable chance of receiving the award may be retained by Owner until the earlier of the seventh day
after the "Effective Date of Agreement" (which term is defined in the General Conditions) or the sixty-frst
day after the Bid opening. Bid security of other Bidders will be retumed within seven (7) days of the
Contract award,
PART9 - CONTRACTTIME
9.01 The number of days within which, or the date by which, the Work is to be completed (the Contract Time) is
set forth in the Bid Form (or if left blank. is to be filled in bv the Bidder) and will be included in the
Agreement.
PART IO - LIQUIDATED DAMAGES
10.01 Provisions for liquidated damages are set forth in the Bid Form and the Agreement.
PART II - SUBSTITUTE MATERIAL AND EQUIPMENT
I 1.01 The Contract, if awarded, will be executed with the Successful Bidder on the basis of material and
equipment described in the Drawings or specified in the Specifications without consideration of possible
substitute or "or-equal" items. Whenever it is indicated in the Drawings or specified in the Specifications
that a substitute or "or-equal" item of material or equipment may be fumished or used by Contractor if
acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the
"Effective Date of the Agreement". The procedure for subminal of any such application by Contractor and
consideration by Engineer is set forth in the General Conditions which are supplemented in the
Supplementary Conditions.
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PART 12 . SUBCONTRACTORS
12.01 Tlre Bid Form requires that Bidder identifr certain Subcontractors and other penons and organizations to
be submitted as part of the Bid. The apparent Successful Bidder, and any other Bidder so requested shall
within seven (7) days after the date of the Bid opening submit to Owner a list of all Subcontractors and
other persons and organizations (including those who are to furnish the principal items of material and
equipment) proposed for those portions of the Work as to which such identification is so required. Such list
shall be accompanied by a wriften scatement of qualifications including financial data, a summary of
previous experience, previous commitments and evidence of authority to conduct business in Colorado. If
Owner or Engineer after due investigation has reasonable objection to any proposed Subconfiactor, other
person or organization, either may (before giving the Notice of Award) request the appar€nt Successful
Bidder to submit an acceptable substitute without an increase in Bid Price. If the apparent Successful
Bidder declines to make any substitution, the contract shall not be awarded to such Bidder, but declining to
make any such substitution will not constitute grounds for sacrificing Bid security by such Bidder. Any
Subcontractor, other person or organization so listed, and to whom Owner or Engineer does not make
written objection prior to the giving of the Notice of Award, will be deemed acceptable to Owner and
Engineer.
12.02 No Confactor shall be required to employ any Subcontractor, other person or organization against whom
the Bidder has reasonable objection.
PART 13 - BID FORM
13.01 fwo copies ofthe Bid Form are included herewith; additional copies may be obtained from Engineer.
13.02 Bid Forms must be compteted in ink or be typewritten. The Bid Price of each item on the form must be
stated in words and numerals; in case ofa conflic! words will take precedence'
13.03 Bids by corporations must be executed in the corporate name by the president or a vice-president (or other
corporate officer accompanied by evidence of authority to sign) and the corporate seal must be affixed and
attested by the secretary or an assistant secretary. The corporate address and state of incorporation shall be
shown below the signature.
13.(X gias by partnerships must be executed in the partnership name and sigped by a partner, whose title must
appear under the signarure and the official address of the partnership must be shown below the sigtature.
13.05 Bids by joint ventures shall be sigrred by each participant in the joint venture or by an authorized agent of
each participant.
13.06 The names of all persons signing Bids must also be legibly printed or typed below the signature. A Bid by
a person who affixes to his signature the word "presidenf', 'secreta4/', "agent" or other designation
without disclosing his principal may be held to be the Bid of the individual signing. Evidence of lhe
authority of the person signing shall be fumished.
13.07 The full name of each person or company interested in the Bid shall be listed on the Bid Form.
13.08 1.ne Bid shall contain an acknowledgement of receipt of all Addenda, the numbers of which shall be
inserted on the Bid Form.
13.09 No alterations in Bids, or in the printed forms therefor, by erasures, interpolations, or otherwise will be
acceptable unless each such alteration is signed or initialed by the Bidder; ifinitialed, Owner may require
the Bidder to identif any alteration so initialed. No alteration in any Bid, or in the form on which it is
submitted. shall be made after the Bid has been submitted-
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13.10 The address to which communications regarding the Bid are to be directed must be shown.
PART 14 - EQUIPMENT SUPPLIERLISTING
14.01 Each Bidder shall list on the form provided the name of the manufacturers or suppliers of the items of
equipment and systems listed on the form which he proposes to fumish. Upon the award of a confact, the
named equipment shall be furnished. Substitutions will be permitted only if named equipment does not
meet the specifications or the manufacturer is unable to meet delivery requiremalts of the construction
schedule.
14.02 Preliminary acceptance of equipment listed by manufacturer's name shall not in any way constitute a
waiver of the specifications covering such equipment; final acceptance will be based on full conformity
with the specifications covering the equipment.
14.03 faihre to furnish all information requested may be cause for rcjection of the Bids'
PART 15 - SUBMISSION OF BIDS
15.01 SiAs shall be submitted at the time and place indicated in the Invitation to Bid and shall be included in an
opaque, sealed envelope addressed to Owner and identified on the outside with the Bidder's name and
address and with the words *Bid for 1,5-MG Interrnountain Water Storage Tank"
15.02 Each Bid shall be accompanied by the Bid security and other required documents.
15.03 If the Bid is sent by mail, the sealed envelope shall be enclosed in a separate mailing envelope with the
notation "BID ENCLOSED' on the face thereof.
15.04 Bids shall be deposited in the designated location prior to the time and date for receipt ofBids indicated in
the Invitation to Bid, or the modified time and date indicated by addendum. Bids received after the time
and date for receipt of Bids will be retumed unopened. Bidder shall assume full responsibility for timely
delivery at the location designated for receipt of Bids.
15.05 Orat, telephone, or telegraph Bids are invalid and will not receive consideration. No Bidder may submit
more than one Bid. Multiple Bids under different names will not be accepted from one finn or association.
PART 16 - POST BID/PRE AWARD SUBMITTALS
16.01 The three low Bidders identified by Owner must submit the following information by hand delivery to
Engineer on the day following the Bid opening:
A. List of a minimum of five recent similar projects the Contractor has performed.
B. Copies of the most recent financial statements of all listed Subcontractors included in the Bid
submittal.
C. List of Project Managers and Superintendents to be used on this project for the Contractor and all
listed Subcontraciors. Provide resumes and tecent projects for all ofthe above.
D. Names and telephone numbers of a minimum of frve references on similar work for the Contractor
and all listed Subcontrac tors.
E. Names, relevant experience, and position of individual who will perform site surveying if not a
licensed Surveyor.
F. License number ofBidder and all listed Subcontractors.
16.02 The above information must be available at the time and place indicated to be considered in further
evaluation, and therefore, all Bidders are recommended to compile this data prior to submitting their Bids.
PART 17 - MODIT{CATION AIYD WITHDRAWAL OF BIDS
17.01 nias submitted early may be modified or withdrawn by notice to the party receiving Bids at the place and
prior to the time desigrated for receipt of Bids. Such notice shall be in writing over the signature of the-Bidder
or be by telegram; if by telegram, written confirmation over the signature of the Bidder must have
been mailed and postmarked on or before the &te and tirne set for receipt of Bids; the notice shall be so
worded as not to reveal the amount of original or modified Bid Price. Bids may also be modified or
withdrawn in person by the Bidder or an authorized representative provided he can prove his identity and
authority. Withdrawn Bi& may be resubmitted up to the time designated for the receipt of Bids provided
that they are then fully in conformance with these Instructions to Bidden'
17.02 lf, within twenty-four (24) hours after Bids are opened, any Bidder files a duly signed, written notice with
Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a
material and substantial mistake in the preparation of his Bid, that Bidder may withdraw his Bid and the
Bid security will be retumed. Thereafter, the Bidder will be disqualified from further Bidding on the Work.
No right to claim mistake shall exist for Bidder following this twenty-four (24) hour period.
PART T8 - OPENING OFBIDS
18.01 Si0s will be opened publicly and read aloud.
PART 19 - BIDS TO REMAIN OPEN
19.01 All Bids shall remain opan for sixty (60) days after the date of the Bid opening, but Owner may, in his sole
discretion, release any Bid and retum the Bid security prior to that date'
PART 20 -AWARD OF CONTRACT
20.01 Owner reserves the right to rcject any and all Bids, to waive any and all formalities and to negotiate
contract terms with the Successful Bidder, and the right to disregard all nonconforming, non-responsive or
conditional Bids. Discrepancies between the indicated sum of any column of figures and the conect sum
thereofwill be resolved in favor ofthe correct sum.
20.02 tn evaluating Bids, Owner shall consider the qualifications of the Bidders and whether or not the Bids
comply with the prescribed requirements and alternates (ifany are accepted) in the order in which they are
listed on the Bid Form, but Owner may accePt altemates in any order or combination.
20.03 Owner may consider the qualifications and experience of Subcontractors and other persons and
organizations (including those who are to furnish the principal items of material or equipment) proposed for
th6se portions of t[e Work as to which the identity of Subconfactors and other persons and organizatjons
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must be submitted as provided in the Bid Fonn. Operating costs, maintenance considerations, performance
data and guarantees of materials and equipment may also be considered by Owner.
20.{14 Owner may conduct such investigations as it deems necessary to assist in the evaluation of any Bid and to
establish the responsibility, qualifications and financial ability of the Bidders, the proposed Subcontractors
and other persons and organizations to do the Work in accordance with the Confact Documents to Owner's
satisfaction within the prescribed time.
20.05 Owner reserves the right to reject the Bid of any Bidder who does not pass any evaluation to Owner's
satisfaction within the prescribed time.
20.06 tf tne Contract is to be awarded, Owner will give the Successful Bidder a Notice of Award within sixty (60)
days after the date ofthe Bid opening.
PART 2l - PERFORMAI\CE, PAYMENT AND WARRANTY BONI)
21.01 The General Conditions set forth Orvner's requirements for the Performance, Payment and Warranty Bond.
When the Successful Bidder delivers the copies of the executed Agreement to owner, it shall be
accompanied by the required Performance, Payment and Warranty Bond.
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BID FORM
TO: Owner:PROJECT:
Eagle River Water & Sanitation Dishict 1.5-MG Intermountain Water Storage Tank
846 Forest Road
Vail. CO 81657
THE UNDERSIGNED BIDDE& having familiarized himself with the Work required
by the Contract Documents, the site where the Work is to be performed, local labor conditions
and all laws, regulations and other factors affecting performance of the Work, and having
satisfied himself of the expense and difficulties attending performance of the Work,
IIEREBY PROPOSES AND AGREES, if this Bid is accepted, to enter into Agreement
in the form attached, to perform all Work, including the assumption of all obligations, duties and
responsibilities necessary to the successful completion of the Agreement and the furnishing of
materials and equipment required to be incorporated in and form a permanent part of the Work,
tools, equipment, supplies, transportation, facilities, labor, superintendence and services required
to perform the Work; and Bond, insurance and submittals; all as indicated or specified in the
Contract Documents to be performed or furnished by Contractor in accordance with the
following Bid prices (Contractor must submit on Base Bid and Bid Altemates, if any, to be
considered).
A. BASE BID PRICE:
Dollars
($).
B. BID PRICE ALTERNATTVE: Add/deduct to/from above base bid for adding/deleting
work as described shall be listed in the Bid Schedule for the OWNER's evaluation.
The undersigned Bidder agrees to fumish the required Bond and enter into Agreernent
within TEN (10) days after acceptance of this Bid, and further agrees to complete all Work
covered by the Bid, in accordance with specified requirernents and in accordance with the
following dates.
Substantial Comoletion
September 29,2007
Final Completion
October 31. 2007
Substantial completion is defined as having an operable water storage tank that the DISTRICT
can use to meet elnerqencv and domestic demands.
Final completion is defined as a completed project, punch work completed and project accepted
bythe DISTRICT.
The above dates are "date certaintt meaning that no contract time adjustments will be
made for weather or other delays.
Liquidated Damages. Owner and Contractor recognize that time is of the essence of this
Agreernent and that Owner will suffer financial loss if the Work is not substantially completed
within the time specified above, plus any extensions thereof allowed in accordance with the
General Conditions. They also recognize the delays, expense and difficulties involved in
proving, in a legal or arbitration proceeding the actual loss suffered by the Owner if the Work is
not substantially completed on time. Accordingly, instead of requiring any zuch proof, Owner
and Contractor agree that as liquidated darnages for delay (but not as a penalty), Contractor shall
pay Owner in accordance with the following:
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l. Late Substantial Completion
(ready for Punchlist)
3. Late Punchlist Completion
$500 Per Day
$500 Per Day
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Receipt of copies of the following addenda is hereby acknowledged.
Addendum No.Bidder's Sienature Date Acknowledeed
Enclosed herewith is the required Bid Security, in the form of Cashier's Check/Bid Bond (strike
Dollarsone), in the amount of($ ) which the undersigned Bidder agrees is to be forfeited to and become the
property of owner, as liquidated damages, should this Bid be accepted and hs fails to enter into
Agreanent in the form prescribed and to fumish the required Bonds within ten (10) days, but
otherwise the Bid security will be returned upon Bidder signing the Agreement and delivering
the Performance, Payment and Warranty Bond.
In submitting this Bid, it is understood that Owner reserves the right to reject any and all
Bids, and it is understood that this Bid may not be withdrawn during a period of sixty (60) days
after the scheduled time for the receipt of Bids.
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The undersigrred Bidder hereby certifies (a) that this Bid is genuine and is not made in the
interest of, or in the behalf of, any undisclosed person, firm, or corporation, and is not submitted
in conformity with any agreement or rules of any group, association, organization, or
corporation; (b) that he has not directly or indirectly induced or solicited any other Bidder to put
in a false or sham Bid; (c) that he has not solicited or induced any person, firm, or corporation to
refrain from bidding; and (d) that he has not sought by collusion to obtain for himself any
advantage over any other Bidder or over the Owner.
The full names and addresses of parties interested in this Bid as principals are as follows:
Name Address
If an Individual: tsilr'an '.t
Print or type name:
Doing business as:
Date:
If a Partnership:
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SIGNATURE OFBIDDER
General Partner
Print or type name:
Date:
If a Corporation:
(a Corporation)
fr.- .-.rrJ. ttrm|rura,
Print or type name:
Title:
Date:
(sEAL)
Attest:
Title:
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t If Bidder is a joint ve,nturer, all venturers or their authorized agents must sigrr below.
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Name of Joint Venture:
If Joint Venhrre is:
An Individual: (sisEtun.)
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Print or type name:
Doing business as:
Date:
A Partnership:
(Sisnrhrlt)
Print or type name:
General Partner
Date:
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A Corporation:
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(a Corporation)
ft.,, -^.DJ. lsllnatulrl
Print or type narne:
Title:
Date:
Title:I
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MATERIAL AIID EOUIPMENT SUPPLIER LISTING
The following information is submitted for each major supplier of material and each
manufacturer and supplier of equipment for manufacturers and suppliers of major itelns of
material, equipment and systems to be used in the Work if the Bidder is awarded the contract.
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Specification
Section No.
Meterial or
Eouipment Description
Manufacturer
and Supplier
The Surety who will be the surety on the Performance, Payment and Warranty Bond will
Signature
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! SUBCoNTRACTORLISTING
I The following information is submitted for each subcontractor that will be used in the
Work if the Bidder is awarded the Agreernent. Additional numbered pages shall be attached to
I this page as required. Each page shall be headed *SUBCONTRACTOR LISTING' and sigrred.
I All Work to be subcontracted over $50,000 shall be listed.
I Amount of Name and Address PortionI Subcontract of Subcontractor of Work
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Eagle River Water and Sanitation District
1.5-MG Intermountain WST
SECTION OO 4T OO
BID SCHEDULE
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Item
No.
Description Quan Unit Unit price
Written in Words
Unit Price
written in
Figures
Total Price
I Mobilization I LS
$$
2 Temporary Fire
Protection
I LS
{$
J Clearing and
Grubbing
I LS
$$
4 Traffic Control I LS
$$
5 Site Maintenance 1 LS
$s
6 Erosion and
Sedimentation
Control
I LS
$$
"|Excavation,
Backfill and Site
Grading
I LS
$s
8 Dewatering I LS
$$
004100 BID FORM
Eagle River Water and Sanitation District
1.5-MG Intermountain WST
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Item
No.
Description auan Unit Unit price
Written in Words
Unit Price
written in
Figures
Total Price-\
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9 Pipe Culvert and
Flared End
Sections
I LS
q $
10 Engineered Fill 1 LS
$$
1l Site Pipelines I LS
$s
t2 Site Pipelines
Chlorination and
Pressure Testing
I LS
q $
l3 CPC Stilling
Basin
I LS
$$
l4 WST lS-inch
Steel Pipe
Overflow
Assernbly
I LS
q $
l5 C-I-P-C (Water
Storage Tank)
2 EA
$$
l6 Reinforcing Steel
and Labor (WST)
I LS
$$
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BID FORM T00 41 00
Item
No.
Description Quan Unit Unit price
Written in Words
Unit Price
written in
Figures
Total Price
t7 PT Steel and
Labor (WST)
I LS
$$
l8 WST Vent 2 EA
$$
l9 5 x 9-foot Hatch 2 EA
$$
20 Interior Access
Ladder
I LS
q $
2l Exterior Access
Ladder
I LS
$$
22 Staff Gage I LS
$$
23 0.2-MG Welded
Steel Tank
Removal
1 LS
$$
24 Black PVC Chain
Link Fence
402 LF
$$
25 Electrical Service I LS
$s
Eagle River'Water and Sanitation District
1.5-MG Intermountain WST
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I BID FORM00 41 00
Eagle River Water and Sanitation District
1.5-MG Intermountain WST
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Item
No.
Description Quan Unit Unit price
Written in Words
Unit Price
written in
Figures
Total Pricr a
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26 Telernetry I LS
$$
27 CDOT CL 6 ABC
Access Road
I LS
$$
28 WST Cleaning,
Disinfecting and
Testing
I LS
$$
29 Boulder Rock
Wall
I LS
$$
Total Bid in Words (Items 1 - 29) (Base Bid)
$
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ln Figures
END OF BID SCHEDULE A
D00 41 00 BID FORM
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Eagle River Water and Sanitation District
1.5-MG Intermountain WST
I ] BID SHEDULE B
I Altemate Bid Items
I Provide prices for altemate bid items in the Description Column (Page 5). For Bid Items No. 3lr and 32 Indicate add or deduct in "Unit Price" based on di{ference in cost between the specified
itern and the alternate item price. Prices bid for alternate iterns are for the OWNER's
I consideration as an option to the specified items and completion schedule.
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Item
No.
Description Quan Unit Unit price
Written in Words
Unit Price
written in
Figures
Total Price
29 Add/Deduct for
ItemNo. l7-
VSL CP Plus
Unbonded Post-
tensioning
Systern
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$q
30 Add/ Deduct for
ItemNo. 17-
Altemate Post-
tensioning
System
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q $
3l Deduct for
deleting self-
consolidating
concrete for the
WST wall
I LS
$$
0041 00 BID FORM
Eagle River Water and Sanitation District
1.5-MG Intermountain WST
The undersigred hereby proposes and agrees that he will complete all work described in the
above Proposal: Substantial Completion (WST operable) by September 30,2007 and Final
Completion (punch list and entire project complete and accepted) by October 31, 2007 .
Rv'
(Name of person authorized to sign)(Title)(Date
On behalf of
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(Name of Corporation)
Attest:(sEAL)
(Secretary)
Address:
(street address)(PO Box)
(city)(zip)
END OFSECTION
(Telephone No.)I
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IF00 41 00 BID FORM
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THE STATE OF _)
)ss.
couNTY oF _)
BID BOND
KNOW ALL MEN BY THESE PRESENTS:
ofThat we,
the City
State of
and
andofCounty of
(hereinafter called "Principal"), as Principal,
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(hereinafter called
"Surety"), as Surety, authorized under the laws of the State of Colorado to act as surety on
bonds for principals, are held and firmly bound unto Eagle River Water & Sanitation
District (hereinafter called "Ownet"), as Obligee, in the sum of
Dollars ($________-) in lawful money of
the United States for payment of which sum the Principal and Surety, bind ourselves, our
heirs, executors, administrators, successors and assigns, jointly and severally and firmly
by these presents.
WHEREAS, Principal has submitted a Bid Form (Proposal) to enter into a certain
written agreement with Owner for Construction of the 1.5-MG Intermountain Water
Storage Tank, hereinafter referred to as "Agreement."
WHEREAS, the Instructions to Bidders has required as a condition of receiving
the Bid Form that the Principal submit Bid security in an amount not less than five per
cent (5%o) of the Bidder's maximum Bid Price, which sum it is specifically agreed to be
forfeited as liquidated damages in the event that the Principal defaults in its obligation as
hereinafter specified, and, in pursuance of which requirement, this Bid Bond is made,
executed and delivered.
NOW, THEREFORE, the condition of this obligation is such that if Owner shall
accept the Bid Form (Proposal) of the Principal, and Principal shall faithfully enter into
Agreement with the Owner in accordance with the terms of such Bid and give such Bonds
as are specified in the Contract Documents, then this obligation shall be null and void,
otherwise to remain in full force and effect.
The sum of this Bid Bond shall be forfeited to Owner in its entirety as liquidated
damages and not as a penalty upon Principal's default.
The Surety, for value received, hereby stipulates and agrees that the obligation of
said Surety and its Bond in no way shall be impaired or affected by any extension of the
time within which the Owner may accept zuch Bid Form (Proposal); and Surety does
hereby waive notice of any such extension.
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Signed and sealed this day of 20
ATTEST:
PRINCIPAL:
(Address)
If the Principal is doing business as a Corporation, the Bid Bond
shall be signed by an officer, i.e., President or Vice President. The
signature ofthe officer shall be attested to by the Secretary and
properly sealed.
If the "Principal" is an individual or a parhrership, the Bid Bond
shall so indicate and be properly signed.
SURETY:
By:
Secretary
SIGNATURES
By:
Secretary
THIS BOND MUST BE
FAILURE TO PROVIDE
POWER OF ATTORNEY
RESPONSIVE.
Attornev in Fact
(Address)
Surety's Telephone No.:
ACCOMPAFIIED BY POWER OF ATTORNEY,
A PROPERLY EXECUTED BID BOND WITH A
MAY RDSULT IN THE BIDDER'S PROPOSAL
EFFECTIVELY DATED.
PROPERLY EXECUTED
BnING DEEMED NON.
By:
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NOTICE OF AWARI)
Vail, Colorado
Dater
TO:
The Owner, having duly considered the Bid Form submitted on
20_-__-- for the Work covered by the Contract Documents Contract Documents and Construction
Specifications for the 1.5-MG Intermountain Water Storage Tank in the amount of
Dollars ($ ), and it appearing that the
Price and other information in your Bid Form is fair, equitable and to the best interest of the
Owner, the offer in your Bid Form is hereby accepted.
In accordance with the terms of the Contract Documents, you are required to execute the
Agreernent and Performance, Payment and Warranty Bond in six counterparts within ten (10)
consecutive days from and including the date of this Notice of Award.
ln addition you are required to fumish at the said time a Certificate of Insurance and an
Opinion of an insurance agent or counsel evidencing compliance with the requirements for
insurance as stated in the Contract Documents.
The Bid security submitted with your Proposal will be retumed upon execution of the
Agreanent and fumishing of the required Performance, Payment and Warranty Bond, and
Certificates and Opinion of lnsurance within the time limit specified. ln the event that you
should fail to execute the Agreernent and fumish the Performance, Payment and Warranty Bond
and Certificates and Opinion of Insurance within the time limit specified, said Bid security will
be retained by the Owner as liquidated damages and not as a penalty for the delay and extra work
caused thereby.
You are required to return an acknowledged copy of this Notice of Award to Engineer.
Eagle River Water & Sanitation District
Title:
ACKNOWLEDGMENT OF RECEIPT OF NOTICE OF AWARD:
Receipt of the above Notice of Award is hereby acknowledged this day of
20
Conhactor
By:
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I AGREEMENT
I THIS AGREEMENT is made this
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day of ----,20 , by and
I between Eagle River Water & Sanitation District, a quasi-municipal corporation and political
subdivision of the State of Colorado located in the County of State of
I Colorado, hereinafter referred to as "Ownetr", and . a
t of
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hereinafter referred to as
*Contrilctot'II In consideration of the mutual covenantsn agreements, conditions and undertakings
hereinafter specified, Owner and Contractor agree as follows:
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PART I - SCOPE OF WORK
r A. Contractor agrees to furnish all the necessary labor, materials, equipment, tools and
services necessary to perform and complete in a workmanlike manner all Work required
I for the construction of the Project in sirict compliance with the Contract Documents ast hereindefined.
I!' PART 2 - CONTRACT DOCUMENTS
t A. The Conhact Documents which comprise the entire agreement and contract between
- Owner and Contractor, and which are attached to this Agreernent and are incorporated
- herein by this reference, consist of:
!! l. This Agreement and any Addendum thereto;
t 2, hstructions to Bidders;
I 3. Bid Form;
t 4. Performance and Warranty Bond;
I 5. PayrnentBond;
I 6. Notice of Award;
tF 7. Notice to Proceed:
I 8. Drawings, consisting of sheets number- through
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10.
Specifications;
Addend No(s).- to Specifications, if applicable;
Il. General Conditions and Supplernentary Conditions, if any;
12. Any modifications, Change Orders, Field Orders or other such revisions properly
authorized after the execution of this Agreement;
13. Documentation submitted by Contactor with Bid and prior to Notice of Award;
14. Contractor's Bid (pages
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to , inclusive), marked Exhibit A;
15. Shop drawings and other submittals furnished by Contractor during performance
of the Work and accepted in writing by Owner;
16. Any Notice of Partial Utilization;
17. Notice of Substantial Completion and Notice of Final Completion and
Acceptance;
18. Summary of Work.
There are no Contract Documents other than those listed above in this Part 2. The
Contract Documents supersede all prior Agreements and understandings, if any, and may
only be altered, amended or repealed by a Modification (as defined in the General
Conditions),
PART 3 - ENGINEER
A. The Project has been designed by Bates Engineering, Inc. (the "Engineer"), who is to act
as Owner's representative, and who will assume all duties and responsibilities, and who
will have the rights and authority, assigned to Engineer in the Contract Documents,
unless the Owner shall appoint, in writing, a replacement Engineer or unless the Owner
shall appoint in writing a different representative.
PART4- AGREEMENTPRICE
Owner shall pay Contractor for the performance of Work and completion of the Project
the total price of Dollars
($_________--) in accordance with the Contract Documents. The Agreonent Price
shall te subject to adjustment for changes in the Drawings and Specifications or for
extensions of time to complete performance, if approved by Owner and Contractor as
hereinafter provided, and for changes in quantities, ifbid on a unit-price basis in the Bid
Form, which shall be verified by the Engineer.
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I PART 5. CONTRACT TIME
I A. Contractor shall commence performance on the Project within ten (10) days after the date
|l of the Notice to Proceed. The Contract Time shall commence on the date of the Notice to
I Proceed, unless explicitly stated otherwise in the Notice to Proceed. The Work shall be
completed according to the following schedule (where number of days equals days from
I the date of the commencement of the Contract Time):
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l. Startup of all Major Equipment
2. Substantial Completion (ready for Punchlist):
3. Punchlist Complete:
days
days
days
B. Owner and Contractor recognize that time is of the essence of this Agreement and that
I Owner will suffer financial loss if Project is not substantially completed within the time
t specified in Paragraph A above, plus any extensions thereofallowed in accordance with
the General Conditions. They also recognize the delays, expense, and difficulties
I involved in proving, in a legal or arbitration proceeding the actual loss suffered by theI Owner if Project is not substantially completed on time. Accordingly, instead of
requiring any such proof, Owner and Contractor agree that as liquidated damages for
I I delay (but not as a penalty) Contractor shall pay Owner in accordance with ths following:r
1. Late Startup of all Major Equipment: $- per day
! 2. Late Substantial Completion: $-po day
(ready for Punchlist)
.t! 3. Late Punchlist Complete: $- po duy
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'r PART6- PAYMENTPROCEDURES
I A. Contractor shall submit applications for payment in accordance with the General!t' Conditions. Applications for payment will be processed by Engineer as provided in the
I General Conditions.
I B. Owner shall make progress payments on account of the Agreernent Price on the basis of
Contractor's applications for payment, as recommended by Engineer, within forty-five
(45) days of Owner's approval of Contractor's pay request. All progress payments will
be on the basis ofthe progress ofProject measured by the schedule ofvalues provided for
in the General Conditions.
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1. If Contractor is satisfactorily performing this Agreement, progress payments shall
be in an amount equal to ninety percent (9oo/o) of the calculated value of any
Work completed, less the aggregate of payments previously made until fifty
percent (50%o) of the Work required by this Agreement has been performed.
Thereafter, Owner shall pay all remaining progress paym€nts without retaining
additional funds, if, in the opinion of the Engineer and Owner, satisfactory
progress is being made on the Project. If, in the opinion of Engineer and Owner,
satisfactory progress is not being made on the Project, or if claims are filed under
Section 38-26-107, Colorado Revised Statutes, as amended, Owner may retain
such additional amounts as Owner may deern reasonably necessary to assure
completion of the Work, or to pay such claims and any engineer's and attorney's
fees reasonably incurred or to be incurred by Owner in defending or handling
such claims. The wittrheld percentage of the Agreernent Price shall be retained
until the Project is completed satisfactorily and finally accepted by Owner in
accordance with the provisions of the Contract Documents. Progress payments
shall not constitute final acceptance of Work.
2. Payments will not be made for maierials stored off-site (unless otherwise
provided by Addendum or Change Order), but will be made for materials stored
on-site. Contractor will rernain responsible for security of the materials and the
replacement at Contractor's sole cost of material lost, damaged, destroyed or
stolen.
Owner shall make final payment, including release of retainage, to Contractor as
recornmended by Engineer, and in accordance with the Contract Documents and Section
38-26-107. C.R.S.
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PART 7 - INTEREST
A. All invoices approved for payment and not paid when due hereunder,
retainage which shall be paid as provided in Part 6, shall bear interest at
(_%) per annum from the due date until paid.
exclusive of
percent
PART 8 - CONTRACTOR'S REPRESENTATIONS
A. In order to induce Owner to enter into this Agreement, Contractor makes the following
representations:
l. Contractor has familiarized itself with the nature and extent of the Contract
Documents, Work, locality, and with all local conditions and Federal, state and
local laws, ordinances, rules and regulations that in any manner may affect cost,
progress or performance of Project.
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3.
4.
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Conhactor has carefully studied the site, and has performed all necessary
investigations, tests, and subsurface investigations to define the latent physical
conditions of the construction site affecting cost, progress, or performance of
Project.
Contractor has made or caused to be made examinations, investigations, and tests
and studies of such reports and related data as it deems necessary for the
performance of Project at the Agreement Price, within the Contract Time, and in
accordance with the other terms and conditions of the Contract Documents; and
no additional examinations, investigations, tests, reports, or similar data are or
will be required by Contractor for such purposes.
Contractor has correlated the results of all such observations, examinations,
investigations, tests, reports and data with the terms and conditions of the
Contract Documents.
Contractor has given Engineer written notice of all conflicts, erors or
discrepancies that it has discovered in the Contract Documents, and the written
resolution thereofby Engineer is acceptable to Contractor.
PART 9 - OWNER'S REPRESENTATIONS
A. Owner makes the following representations:
1. Owner has appropriated money equal to or in excess of the Agreanent Price.
2. Owner, by issuing any Change Order or other form of order or directive requiring
additional compensable work to be performed by Contractor, which work causes
the aggregate amount payable under the Agreement to exceed the amount
appropriated for the original Agreernent Price, represents to Contractor that lawful
appropriations to cover the costs of the additional work have been made.
PART 10. MISCELLANEOUS
A. Terms used in this Agreement which are defined in Part 1 of the General Conditions shall
have the meanings indicated in the General Conditions.
B. Contractor shall not, at any time, assign any interest in this Agreement or the other
Contract Documents to any person or entity without the prior written consent of Owner,
specifically including, but without limitation, monies that may become due and monies
that are due may not be assigned without such consent (except to the extent that the effect
of this restriction may be limited by law). Any atternpted assignment which is not in
compliance with the terms hereof shall be null and void. Unless specifically stated to the
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E.
contrary in any written consent to an Assignment, no Assignment will release or
discharge the Assignor from any duty or responsibility under the Contract Documents.
The terms of this Agreunent, and all covenants, agreements, and obligations contained in
the Contract Documents shall inure to and be binding upon the partners, legal
representatives, successofii, heirs, and permitted assigts of the parties hereto.
If any term, section or other provision of the Contract Documents shall, for any reason,
be held to be invalid or unenforceable, the invalidity or unenforceability of such term,
section or other provision shall not affect any of the remaining provisions of the Contract
Documents, and to this end, each term, section and provision of the Contract Documsnts
shall be severable.
No waiver by either party of any right, term or condition of the Contract Documents shall
be deemed or construed as a waiver of any other right, term or condition, nor shall a
waiver ofany breach hereofbe deemed to constitute a waiver ofany subsequent breach,
whether of the same or of a different provision of the Contract Documents.
None of the remedies provided to either party under the Contract Documents shall be
required to be exhausted or exercised as a prerequisite to resort to any further relief to
which such party may then be entitled. Every obligation assumed by, or imposed upon,
either party hereto shall be enforceable by any appropriate action, petition or proceeding
at law or in equity. In addition to any other rernedies provided by law, the Contract
Documents shall be specifically enforceable by either party. The Contract Documents
shall be construed in accordance with the laws of the State of Colorado, and particularly
those relating to governmental contracts'
This Agreernent may be executed in multiple count€rparts, each of which shall constitute
an original, but all of which shall constitute one and the same document.
This Agreement, together with the other Contract Documents, constitutes the entire
Agreernent between the parties conceming the subject matter herein, and all prior
negotiations, representations, contracts, understandings or agreements pertaining to such
matters are merged into, and superseded by, the Contract Documents.
In the event any provision of this Agreement conflicts with any provision of any other
Contract Document, then the provisions of this Agreement shall govern and control such
confl icting provisions.
Unless otherwise expressly provided, any reference herein to days shall mean calendar
days. All times stated in this Agreement and the other Contract Documents are of the
essence.
The section headings in this Agreement and in the other Contract Documents are inserted
for convenience and are not intended to indicate completely or accurately the contents of
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the Sections they introduce, and shall have no bearing on the construction ofthe Sections
they introduce.
The Parties to this Agreement do not intend to benefit any person not a party to this
Agreernent. No person or entity, other than the Parties to this Agreement, shall have any
right, legal or equitable, to enforce any provision of this Agreement.
By execution of this Agreement, the undersigned each individually represent that he or
she is duly authorized to execute and deliver this Agreernent and that the subject Party
shall be bound by the signatory's execution of this Agreernent.
This Agreement may be executed in two or more counterparts , each of which shall be an
original, but all of which together shall constitute one and the same instrument.
[The Remainder of this Page Is Intentionally Left Blank]
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IN WITNESS WIIEREOF, the parties have executed this Agreement on the day and
year first above written.
OWNER
Easle River Water & Sanitation District
President
Address:
846 Forest Road
Vail, CO 81657
Phone: 970-476-7480
ATTEST:
Secretary
(sEAL)
CONTRACTOR
Address:
Phone:
LICENSE NO.:
AGENT FOR SERVICE OF PROCESS:
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l couNrY oF itt'
I The foregoing Agreement was acknowledged before me this
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as President of2O-, byI
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Witness my hand and official seal.
I N"t*y P"bl"
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My Commission expires:
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fr.
corJNTY OF )
| ' *e tbregoing Agreement was acknowledged before me this
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20-, by
ofI
Witness my hand and offrcial seal.!
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My Commission expires:I
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Notary Public
PERFORMANCE AND WARRANTY BONI)
THE STATE OF
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) ss.cor-JNTYOF )
KNOW ALL MEN BYTIIESE PRESENTS:
That we,
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of the City of County of and State of
(hereinafter called "Principal"), as Principal, and
(hereinafter called "Surety"),
as Surety, authorized under the laws of the State of Colorado to act as surety on bonds for
principals, are held and firmly bound unto the Eagle River water & Sanitation District
(hereinafter called "Owner") as Obligee, in the penal sum of
Dollars ($ ) in lawful money of the United States for payment by Principal and
Surety, and bind ourselves, our heirs, executors, administrators, successors and assigrrs, jointly
and severally and firmly by these presents.
WHEREAS, Principal has, on 20 . entered into a
written Agreement with Owner for construction of the Project as defined in said Agreement,
which Agreement is by reference made a part hereof and is hereinafter referred to as the
Agreanent.
NOW, THEREFORE, the conditions of this obligation are that if the Principal shall: (l)
faithfully perform said Agreem€nt on Principal's part and satisfy all claims and demands
incurred for the same; (2) fully indernnify and save harmless the Owner from all costs and
damages which said Owner may suffer by reason of Principal's failure so to do; (3) fully
reimburse and repay said Owner all outlay and expenses which said Owner may incur in making
good any default; (4) pay all persons, firms and corporations all just claims due thetn for the
payment of all laborers and mechanics for labor performed, for all materials and equipment
furnished, and for all materials and equipment used or rented in the performance of Principal's
Agreernent; and (5) keep the Work constructed under this Agreement in good repair for a poiod
of two years from date of final acceptance by said Owner, then this obligation is null and void;
otherwise it shall remain in full force and effect.
To the extent permissible by law, the Principal shall protect, defend, indemnifu and save
harmless the Owner, the Engineer, and their officers, agents, servants and anployees, from and
against suits, actions, claims, losses, liability or damage of any character, and from and against
costs and expenses including, in part, attorney fees incidental to the defense of such suits,
actions, claims, losses, damages or liability on account of injury, disease, sickness, and death to
any person or damage to propertt including in part the loss of use resulting therefrom, based
upon or allegedly based upon any act, omission or occurrence ofthe Principal, or his employees,
servants, agents, subcontractors or suppliers, or anyone else under the Principal's direction and
control, and arising out of, occurring in connection with, resulting from, or caused by the
performance or failure of performance of any work or services called for by the Agreeme,nt, or
from conditions created by the performance or non-performance of said work or services.
This indernnity shall not extend to liability arising out ofthe preparation by the Engineer
of the design or specifications for the Owner or the giving of written directions or instruction by
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the Engineer as may be required by the Contract Documents, provided the giving of such written
instructions or directions is the proximate cause of the injury or damage should it occur.
Whenever Principal shall be, and is declared by Owner to be, in default under the
Agreement, the Owner having performed Owner's obligations therzunder, the Owner may avail
itself of the provisions of Section 15.02 B of the General Conditions which are incorporated by
reference in the Agreernent and the Surety shall promptly pay the amounts, if any, due Owner by
Principal.
Any suit under this Bond must be instituted before the expiration of three years from the
date on which final payment under the Agreernent falls due.
No right of action shall accrue on this Bond to or for the use of any person or corporation
other than the Owner named herein or the successors and assigns of Owner and to all persons,
firms and corporations for all just claims due thsrn for the payment of all laborers and mechanics
for labor performed, for all materials and equipment fumished, and for all materials and
equipment used or rented in the performance of Principal's Agreement.
The Surety hereby waives the right to special notification of any notification of or
alterations, omissions or reductions, extra or additional work, extensions of time, Change Orders'
Field Orders or any other act or acts of Owner or its authorized agents under the terms of the
Agreement; and failure to notify Surety of such shall in no way relieve Surety of its obligations.
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PRINCIPAL:
Witness
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By:
(Address)
SURETY:
Witness
(Address)
Surety' s Tele,phone No. :
TIIE STATE OF_____)
COUNTYOF
PAYMENT BONI)
) ss.
)
KNOW ALL MEN BY TIIESE PRESENTS:
of
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That we,
the City of County of and State of
(hereinafter called "Principal"), tts Principal, and
(hereinafter called
"Surety''), as Surety, authorized under the laws ofthe State ofColorado to act as surety on bonds
for principals, are held and firmly bound unto the Eagle River Water & Sanitation District
(hereinafter called "Owner"), as Obligee, in the penal sum of
Dollars ($ )
in lawful money of the United States for payment by Principal and Surety, and bind ourselves,
our heirs, executors, administrators, successors and assigns, jointly and severally and firmly by
these presents.
WHEREAS, Principal has, on 20 . entered into a written
Agreernent with Owner for construction of the Project as defined in said Agreernent, which
Agreement is by reference made a part hereof and is hereinafter referred to as the Agreement'
NOW, THEREFORE, the conditions of this obligation are that if the Principal shall pay
all persons, firms and corporations all just claims due thern for the payment of all laborers and
mechanics for labor performed, for all materials and equipment fumished, and for all materials
and equipment used or rented in the performance of Principal's Agreement then this obligation
is null and void; otherwise it shall remain in full force and effect.
To the extent permissible by law, the Principal shall protect, defend, indemnify and save
harmless t}1e Owner, the Engineer, and their officers, agents, servants and employees, from and
against suits, actions, claims, losses, liability or damage of any character, and from and against
costs and expenses including in part, attorney fees incidental to the defsnse of zuch suits,
actions, claims, losses, damages or liability on account ofinjury, disease, sickness, and death to
any person or damage to prop€rty, including in part the loss of use resulting therefrom, based
upon or allegedly based upon any act, omission or occulrence ofthe Principal, or his employees,
servants, agents, subcontractors or suppliers, or anyone else under the Principal's direction and
control, and arising out of, occurring in connection with, resulting from, or caused by the
performance or failure of performance of any work or services called for by the Agreanent, or
from conditions created by the performance or non-performance of said work or services.
This indernnity shall not extend to liability arising out ofthe preparation by the Engineer
of the design or specifications for the Owner or the giving of written directions or instruction by
the Engineer as may be required by the Contract Documents, provided the giving of such written
instructions or directions is the proximate cause of the injury or damage should it occur.
Whenever Principal shall be, and is declared by Owner to be, in default under the
Agreement, the Owner having performed Owner's obligations thereunder, the Owner may avail
itself of the provisions of Section 15.02 B of the General Conditions which are incorporated by
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reference in the Agreernent and the Surety shall promptly pay the amounts, if any, due Owner by
Principal,
Any suit under this Bond must be instituted before the expiration of three years from the
date on which final payment r.rnder the Agreement falls due.
No right of action shall accrue on this Bond to or for the use of any person or corporation
other than the Owner named herein or the successors and assigns of Owner and to all persons,
firms and corporations for all just claims due them for the payment of all laborers and mechanics
for labor performed, for all materials and equipment furnished, and for all materials and
equipment used or rented in the performance of Principal's Agreement.
The Surety hereby waives the right to special notification of any notification of or
alterations, omissions or reductions, extra or additional work, extensions of time, Change Orders,
Field Orders or any other act or acts of Owner or its authorized agents under the terms of the
Agreement; and failure to noti$ Surety of such shall in no way relieve Surety of its obligations.
Signed and sealed this day of
PRINCIPAL:
Witness
(Address)
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STJRETY:
Witness
Surety' s Telephone No. :
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NOTICE TO PROCEED
Vail. Colorado
Date:
I You are hereby authorized to proceed as ofthe date ofthis Letter or within ten (10) consecutiveI
calendar days hereafter with the Work covered by the Contract Documents titled Contract Documents and
rcifications for the 1.5-MG tntermountain Water Storage Tank for the sum ofI Construction Specifications for the 1.5
Dollars ($_________-). The Contract Time, as
I such term is defined in the General Conditions, shall commence to run on the date of this Letter.
I I You are to return promptly to Engineer an acknowledged copy of this Notice to Proceed and you
are to notify the Engineer 48 hours before starting work.
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Eagle RiverWater & Sanitation District
By:
Title:
ACKNOWLEDGEMENT OF RECEIPT OF NOTICE TO PROCEED:
I! Receipt of the above Notice to Proceed is hereby acknowledged this day of
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Contractor
By:
Title:
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I EAGLE RI'ER *ATER & SANITATI'N DISTRICTi
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UPPER EAGLE REGIONAL WATER AUTHORITY
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GENERAL CONDITIOI{S
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TABLE OFCONTENTS
PART 3 - CONTRACT DOCUMENTS: INTENT AIID R8US8 ..,.......
PART 5 - BONDS AND INSIJRANCE
PART6 -CONTRACTOR'SRESPONSIBILITIES
PART 7 . COORDINATTON OF WORK.,........
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PARTS .OWNER'SRESPONSIBILITIES
8.OT OWNER TO COMMTJNICATE THROUGH ENGINEER OR OWNER'S R-EPR"ESENTATIVE... 23
PART 9 - STATUS OF ENGINEERDURING CONSTRUCTION
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PART II
11.0r
11.02
11.03
11.04
PART 12
12.01
12.02
- CHANGE OF AGREEMENT PRICE
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PART 13 - WARRANTY AI\D GUARANTEE; TESTS AliD INSPECTIONS; CORRECTION'
REMOVAL OR ACCf,PTAI\CE OF DEFECTIVE WORK
PART 14 - CONSTRUCTION SCHEDT]LE, SCHEDULE OF VALUES' PAYMENTS TO
CONTRACTORS AIID COMPLETION
PART 15 . SUSPENSION OF WORK AI\D TERMINATION
15,02
15.03
15.04
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PART 16
16.01
16.02
16.03
16.04
PART 17
17.01
17.02
17.03
17.04
PART 18
PART 19
PART 20
PART 2I
- MISCDLLA}IEOUS
- STREAMLINED SPECIFICATIONS
. HAI\DLING OF DISPUTES
21.02 DISPUTES WITH THIRD PARTTES................... ..........................47
PART 22 - DUTIES, RESPONSIBILITIES, AIrD LIMITATIONS OF THE AUTHORITY OF
RESIDE,NT PROJECT REPRESENTATTVE (IF ANY)
PART 23 . DUTIES, RESPONSIBILITIES, AI\D LIMITATIONS OF THE AUTHORITY OF THE
OWNER'S REPRESENTATryE
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Ceneral Conditions
PART 1- DEFINITIONS
Wherever used in these General Conditions or in the other Contract Documents, the following terms have the
meanings indicated below, which are applicable to both the singular and plural thereof:
Addenda - Written or graphic instruments issued by the Owner prior to the opening of Bids which clari$,
corect or change the bidding documents or the Contract Documents.
Agreement - The written agreenent betwecn Owner and Contractor covcring the Work to be performed.
Agreement Pfice - The moneys payable by Owner to Conhactor under the Contract Documents as stated
in the Agreement.
Application for Partial Payment - The form designated by Engineer which is to be used by
Contractor in requesting progress or final payment and which is to include such supporting documentation as
is required by the Contract Docrunents.
Bid Form - The offer or proposal of 0re Bidder submitted on the prescribed form setting forth the prices for
the Work to be performed.
Change Order - A written order to Contractor signed by Owner and Contractor authorizing an addition,
deletion, or revision in the Work, or an adjustrnent in the Agreement Price or the Conhact Time issued after
the effective date ofthe Agreement.
Contract Documents - The documents identified as Contaci Documents in the Agreement between the
Owner and the Contractor.
Contract Time - The number of days stated in the Agreement for the Completion of the Work
Contractor - The person or entity with whom Owner has entered into the Agreement to perform the Work.
Day - A calendar day of nrenty-four hours measured from midnight to the next midnight.
Defective - An adjective which when modiffing the word Work refers to Work ftat is unsatisfactory, faulty
or deficient. or does not conform to the Contract Documents or does not meet the requirements of any
inspection, test or approval referred to in the Contract Documenls, or has been damaged prior to Engineer's
recommendation for final payment.
Drawings - The drawings which show the character and scope of the Work to be performed and which have
been prepared or approved by Engineer and are referred to in the Contract Docum€nts.
Effective Date of the Agreement - The date indicated in the Agreement on which it becomes effective,
but if no such date is indicated it means the date on which the Agreement is sigped and delivered by the last of
the parties to sign and deliver.
f,ngineer - Named as Engineer in Agreement, who shall also serve as Owner's Representative unless
Owners shall appoint, in writing, a differcnt representative.
Field Order - A written order issued by Engineer which orders minor changes in the Work in accordance
with paragraph 10.01 B but which does not involve a change in the Agreement Price or the Contract Time.
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Hazardous Materials - "Hazardous substances", as defined by the Comprehensive Environmental
Response, Compensation, and Liability Act ('CERCI,A'), 42 U.S.C. Sect. 9601 et. seq., as amended or
hereafter amended; (ii) *hazardous wastes", as defined by the Resource Conservation and Recovery Act
('RCRA), 42 U.S.C. Sect. 6902 et seq., as amended or hereafter amended; (iii) any pollutant or contaminant
or hazardous, dangerous or toxic chemicals, materials, or substances within the meaning of any other
applicable federal, state or local law, regulation, ordinance, or requirement (including consent decrees and
administrative orders) relating to or imposing liability or standards of conduct conceming any hazardous, toxic
or dangerous waste, substance or material, all as amended or hereafter amended; (iv) any petroleum and/or
petroleum by-product material as defined at 42 U.S.C. Set. 2011, et seq., as amended or hereafter amended
(vi) Asbestos or asbestos-containing materials in any form or condition (vii) lead-based paint hazards, i.e., any
condition that caused €xposure to lead from lead-contaminated dust, lead-contaminated soil, or lead
contaminated paint that is deteriorated or present in accessible surfaces, friction surfaces or impact surfaces
that would result in adverse human health effects; and (viii) any toxic or hazardous mold or otber fungus.
Modification - (a) A written amendment of the Contract Documents signed by both parties, (b) a Change
Order, or (c) a Field Order. A modification may be issued only afler the effective date of the Agreement.
Notice of Award - The written notice by Owner to the apparent successful Bidder stating that upon
compliance by the apparent successful Bidder with the conditions precedent enumeraled therein, within the
time specified, Owner will sigrr and deliver the Agreement.
Notice to Proceed - A wriften notice given by the Owner to Contractor (with a copy to Engineer) fxing
tbe date on which the Contract Time will cornrrence to run and on which Contractor shall start to perfomt its
obligations under the Contract Documents.
Owner - The District with whom Contractor has entered into the Aereement and for whom the Work is to be
provided.
Ownerts Representative - The Engineer or such other person appointed by the Owner in rlriting to
serve as an Owner's Representative.
Plans - The official plans, working drawings, or supplemental drawings or exact reproductions thereo{,
prepared by or approved in concept by the Engineer which show the location, character, dimensions, and
details of the Work to be done and which are to be considered as part of the Contract Documents,
supplemental to these Specifications.
Project - The facility or improvements generally described in the Invitation to Bid and more specifically
detailed in the Drawings, Specifications (and any Addendum thereto), and any other Contract DocumenB.
Resident Project Representative - The authorized representative of Engineer or other Owner's
Representative who is assigned to the sile or any part thereof.
Part - Section(s) ofthese General Conditions.
Shop Drawings - All drawings, diagrams, illustrations, schedules and other data which are specifically
prepared by Connactor, a Subcontractor, manufacturer, fabricator, supplier or distributor to illustrate some
portion ofthe Work and accepted in writing by the Owner, and all illustrations, brochures, standard schedules,
performance charts, instructions, diagrams and other information prepared by a manufacturer, fabricator,
supplier or distributor and submitted by Contractor to illustrate material or equipment for some portion of the
Work and accepted in writing by the Owner.
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SpecificationS - Those portions of the Contract Documents consisting of writte,n technical descriptions of
materials, equipment, construction systems, standards and workmanship as applied to the Work and certain
administrative details applicable thereto.
Subcontractor - A person or entity having a direct conbact with Contractor or with any other
Subcontractor for the performance of a part of the Work at the site.
Substantial Completion - The Work has progressed to the point where, in the opinion of Engineer as
evidenced by its definitive certificate of Substantial Completion, it is sufficiently complete, in accordance with
the Contract Documents, so that the Work can be utilized for the purposes for which it was intended and it is
ready for punch listing.
Work - The entire completed construction or the various separately identifiable parts thereof required to be
furnished under the Contract Documents. The tenn "World' shall be understood to mean the fumishing of all
labor, materials, equipmen! and other incidentals necessaDf or convenient to the successful completion of the
Project and the carrying out of all the duties and obligations imposed by the Contract Documents and the
entire completed construction or the various separately identifiable parts thereof required to be fumisbed
under the Contract Documents.
PART2- PRELIMINARY MATTERS
2.OI DELIVERY OFBONDS
When Contractor delivers the executed Agreernent to Owner, Contractor shall also deliver to Owner
the Performance, Payment and Wananty Bond.
2.02 EXECUTION AND TRANSMISSION OF DOCUMENTS
A. At least six (6) copies of the Contract Documents will be preparcd by Engineer. All copies will
be subrnitted to Contractor and Contractor shall execute the Agreement, insert all Certificates of
Insurance, and submit all copies to Owner within ten (10) days ofNotice of Award. Tbe date on
the Agreernent and Bond forms and the Certification Date on the Power of Attomey shall be left
blank for completion bY Owner.
B. Owner will execute all copies, insert the date on the Agreement and Bond forms and the
Certification Date on the Power of Attomey, and transmit all copies to Engineer within ten (10)
days for review and distribution. Distribution of sigred copies will be one copy each to Owner,
Contractor, and Engineer. Contractor shall be responsible for distribution of copies to the
SuretY.
2.03 COPIESOFDOCUMENTS
Owner shall furnish to Contractor ( ) complete sets of the Contract
Documents for use in the execution of the Work.
at the cost of the reproduclion, which is:
Additional copies will be furnished, upon request,
Complete set of project Drawings
Complete project Specifications
Individual sheels of Drawings
Individual pages of Specificalions
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2.04 COMMENCEMENT OF CONTRACT TIME: NOTICE TO PROCEED
The Contract Time shall commence to run on the day indicated in the Notice to Proceed.
2.05 STARTING THE PROJECT
Contractor shall start to perform the Work on the date of the Notice to Proceed or within ten (10)
consecutive days thereafter or as otherwise specified in the Notice to Proceed, but no Work shall be
done at the site prior to the date on which the Contract Time corffnences to run.
2.06 BEFORE STARTING CONSTRUCTION
A. Before undertaking each part of the Work, Contractor shall carefully study and compare the
Contract Documents and check and veri$ pertinent Iigures shown thereon and all applicable
field measurements.
Contractor shall promptly report in writing to Engineer any conflict, error or discrepancy which
Contractor may discover; however, Contractor shall not be liable to Owner or Engineer for
failure to report any conflict, error or discrepancy in the Drawings or Specifications, unless
Conbactor had actual knowledge thereof or should reasonably have known thereof.
B. Before any Work at the site is started, Contractor shall deliver to Owner, with a copy to
Engineer, certificates of insurance (and other evidence of insurance requested by Owner) which
Contractor is required to purchase and maintain in accordance with Part 5.
C. Two (2) weeks before any Work at the site is started (unless Owner or Engineer provides in
writing for a shorter or longer time period), Contractor shall deliver to Owner, with a copy to
Engineer, all permits necessary to conduct the Work, including without limitation any permits
required by the Colorado Department of Fublic Health and Environment or other governmental
agency in cormection with the management of wastewater discharge or storrnwater runoff
2.07 PRECONSTRUCTIONCONFERENCE
Within rwenty (20) days after the effective date of the Agreement, but before Contractor starts the
Work at the site, a conference will be held for review and acceptance of the schedules referred to in
Section 6.13, to establish procedures for handling Shop Drawings and other submittals and for
processing Applications for Partial Payment, and to establish a working understanding among the
parties as to the Work.
PART 3- CONTRACT DOCUMENTS: INTENT AND REUSE
3.OT INTENT
The Contract Documents comprise the entire Agreement between Owner and Contraclor
conceming the Work and supersede any prior agreements or understandings. They may be
altered only by a Modification.
The Contract Documents are complementary; what is called for by one is as binding as if called
for by all. If, during the performance of the Work, Conractor finds a conflict, eror ot
discrepancy in the Contract Documcnts, it shall report il to Engineer in writing at once and
before proceeding with the Work affected thereby; however, Contractor shall not be liable to
Owner or Engineer for failure to report any conflict, error or discrepancy in the Speciltcations or
B.
3.02
PART 4-
4.01
Drawings unless Contractor had actual knowledge thereof or should reasonably have known
thereof.
C. It is the intent of the Specifications and Drawings to describe a complete project (or part
thereof) to be constructed in accordance with the Contract Documents. Any Work that may
reasonably be infened from the Specifications or Drawings as being required to produce the
intended result, shall be supplied whether or not it is specifically called for. When words whicb
have a well-known technical or trade meaning are used to describe Work, materials or
equipment, such words shall be interpreted in accordance with such meaning rmless expressly
given a different meaning. Reference to standard specifications, manuals or codes of any
technical society, organization or association, or to the code of any govemmental authority,
whether such reference be specific or by implication, sball mean the latest standard
specification, manual or code in effect at the time ofopening of Bids (or, on the effective date of
the Agreement if there were no Bids), except as may be otherwise specifically stated. However,
no provision of any referenced standard specification manual or code (whether or not
specifically incorporated by reference in the Contract Documents) shall change the duties and
responsibilities of Owner, Contractor or Engineer, or any of their agents or employees from
those set for0r in tlre Contract Documents. Clarifications and interpretations of the Contract
Documents shall be issued by Engineer as provided for in paragraph 9'03'
D. The Contract Documents have been made, cxecuted, and delivered in the Stale of Colorado and
shall be govemed and construed for all purposes under and in accordance with the laws of the
State of Colorado.
E. The Project Manuat consists of lnvitation to Bid, Instruction to Bidders, Bid Form, Bid Bond,
Agreement, Performance Payment and Warranty Bond, General Conditions, Supplementary
Conditions, and Specifications. Should any construction or conditions which are not thoroughly
or satisfactorily stipulated or set forth by the Specifications be anticipated on any proposed
Work, Supplementary Conditions for such Work may be prepared and attached to the Bid
Proposal Form and Agreement, and shall be considered as part ofthe Specifications, the same as
though contained fulty therein. Should any Supplementary Condition conflict witb the General
Conditions, or the Agreement, the Supplernentary Condition will govem'
REUSE OF DOCUMENTS
Neither Contractor nor any Subcontractor, manufacturer, fabricator, supplier or distributor shall have
or acquire any title to or ownership rights in any ofthe Drawings, Specifications or other documents
(or copies ofany thereof) prepared by or bearing the seal of Ensineer; and they shall not reuse any of
them on extensions of the Project or any other project without written consent of Owner and Engineer
and specific written verification or adoption by Engineer.
AVAILABILITY OF LANDS; PHYSICAL CONDITIONS; REFERENCE
POINTS
AVAILABILITY OFLANDS
Owner shall fumish, as indicated in dre Contract Documents, the lands upon which the Work is to be
performed, rights-of-way for access thereto, and such other lands which are designated for the use of
the Contractor. Easements for permanent structures or permanent changes in existing facilities will be
obtained and paid for by Owner, unless otherwise provided in the Contract Documents. In acquiring
easements or rights-of-way, the Owner shall proceed as expeditiously as possible, but in the event all
easements or rights-ofway are not acquired prior to the beginning of construction, the Contractor
shatl begin Work on such easements and rights-of-way that have been acquired. In the event a delay
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in the acquisition of rights-of-way caus€s unavoidable delay in Contractor's prosecution of the Work,
then Conffactor may make a claim for an extension of Contract Time, as provided in Part 12.
Contractor shall provide for all additional lands and access thereto that may be required for temporary
construction facilities or storage of materials and equipment.
4.02 PHYSICAL CONDITIONS. INVESTIGATIONS AND REPORTS
Owner shall identiff and make available to Contractor copies of those reports of investigations and
tests of subsurface and latent physical conditions at the site or otherwise aflecting cost, progress or
performance of the Work which have been relied upon by Engineer in preparation of the Drawings
and Specifications. Such reports are not guaranteed as to accuracy or completeness and are not
integrated with, incorporated into or otherwise part of the Contract Documents, although such reports
may be physically attached to or bound with the Contract Documents.
4.03 UNFORESEENPHYSICALCONDITIONS
A. Confactor shall promptly noti! Owner and Engineer in writing of any latent physical
conditions at the site or in an existing structure differing materially from those indicated or
referred to in the Contract Documents, including without lirnitation any physical conditions
indicating the presence of any Hazardous Materials. Engineer will promptly review those
conditions and advise Owner in writing if further investigation or tests are necessary. Promptly
thereafter, Owner shall obtain the necessary additional investigations and tests and fumish
copies to Engineer and Contractor. If Engineer finds that the results of such investigations or
tests indicate that there are latent physical conditions which diller materially from those
indicated or referred to in lhe Contract Documents, and which could not reasonably have been
anticipated by Contractor, a Change Order shall be issued incorporating the necessary revisions.
B. Rock encountered during excavation, expansive soils, and dewatering of soils shall not
constitute unforeseen physical conditions pursuant to paragraph 4.03A. Contractor shall not be
entitled to a Change Order for expense and delay resulting from greater than anticipated rock
excavation, expansive soils mitigation, or dewatering.
4.O4 REFERENCE POINTS
Owner shall provide engineering surveys for construction to establish reference points which, in its
judgment, are necessary to enable Contractor to proceed with the Work. Contractor shall be
responsible for laying out the Work, shall protect and preserve lhe established reference points and
shall make no changes or relocations without the prior written approval of Owner. Contractor shall
report to Engineer whenever any referarce point is lost or destroyed or requires relocation because of
necessary changes in grades or locations, and shall be responsible for replacement or relocalion of
such reference points by professionally qualified personnel.
PART 5- BONDSAND INSURANCE
5.OT PERFORMANCE AND OTHER BONDS
A. Contractor shall furnish a Performance, Payment and Wananty Bond, in an amount at least
equal to the Agreement Price, including any Modifications, as securiqr for the faithful
performance and payment of all Conlractor's obligations under the Conlract Documents. This
Bond shall remain in effect at least until two (2) years after the date of final payment, or unlil the
two-year correction period in paragraph 13.07 is over, whichever period is longer, except as
otherwise provided by law or regulation or by the Contract Documents. Conhactor shall also
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fumish such o0rcr Bonds as arc required herein by the Supplementary Conditions. All Bonds
shall be on the forms prescribed by the Contract Documents and shall be executed by such
Surcties authorized to do business in the State of Colorado as are named in the current list of
*Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as
Acceptable Reinsuring Companies" as published in Circular 570 (amended) by the Audit Staff
Bureau of Accounts, U.S. Treasury Deparffiient. Each Bond shall be accompanied by a power
of attomey authorizing the attorney-in-fact to bind the Surety and shall be certilied to include
the date ofthe Bond.
B. If the Surety on any Bond furnished by Contractor is declared bankrupt ot becomes insolvant, or
its right to do business is teminated in the State of Colorado or it ceases to meet the
requirernents of paragraph 5.01A, Contractor shall, within five (5) days thereafter, substitute
another Bond and Surety acceptable to Owner.
CONTRACTOR'S INSURANCE REQUIREMENTS
A. Contractor shall purchase and maintain during the entire term of this Agreernent, including any
extension of the Contract Time tbrough Change Orders and as provided in Paragraph 5.028,
such commercial general liability and other insurance as will provide protection from claims set
forth below which may arise out of or result from Contractor's performance of the Work and
Contractor's other obligations under dre Contract Documents, whether such performance is by
Contractor, by any Subcontractor, by anyone directly or indirectly employed by any of them, or
by anyone for wfiose acts any of them may be liable:
1. Claims under workers' compensation, disability and other similar employee benefit acts;
2. Claims for damages because of bodily i"jury, occupational sickness or disease, or death of
Conlractor's employees;
3. Claims for damages because of bodily injury, sickness or disease, or death of any person
other than Contractor's employees;
4. Claims for damages insured by personal injury liability coverage which are sustained (i) by
any person directly or indirectly resulting from the employment of such person by
Contractor, or (ii) by any person for any other rcason;
5. Claims for damages, other than to the Work itself, because of injury to or destruction of
tangible property, including loss ofuse resulting therefrom;
6. Claims for damages because of bodily injury or death of any person or property damage
arising out ofthe ownership, maintenance or use of any rnotor vehicle; and
7. Completed operations insurance as specified in Paragraph 5.028.
B. The insurance required of Contractor shall include the specific coverages and corresponding
limits of liability provided in paragraph 5.02E, or as required by law, whichever is greater. All
coverages shall be underwritten by carriers authorized to do business in Colorado, with an A.M.
Best's rating ofnot less than A- and a classification ofX or higher, unless otherwise acceptable
to Owner. All such insurance shall contain a provision that the coverage afforded will not be
cancelled, materially changed or renewal refused until at least thirty (30) days' prior written
notice has been given to Owner and Engineer or at least ten (10) days' prior written notice has
been given to Owner and Engineer in the event of cancellation due to non-payment of premium.
"Will endeavof' and 'but failure to mail such notice shall impose no obligation of any kind
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upon the company, its agents, or representatives" or similar clauses shall be deleted from the
certificates unless otherwise approved by the Owner. All such insurance shall remain in effect
until final payment, and at all times thereafter when Contractor may be correcting, removing or
replacing Defective Work in accordance with paragraph 13.07. In addition, Contractor shall
maintain such completed operations insurance for at least two (2) years after frnal payment and
fumish Owner with evidence of continuation of such insurance at final payment and two (2)
years thereafter.
Workers' compensation shall include "all states" endonements. To the extent that Contractor's
work, or work rmder its direction, may require blasting, explosive conditions, or underground
operations, the commercial general liability coverage shall contain no exclusion relative to
blasting, explosion, collapse ofbuildings, or damage to underground property.
Contractor and its insurer(s), agree to waive all rigbts of subrogation against the Owner, the
Engineer, and their subconsultants, employees, officers and directors, for work performed under
this Agreement.
Policies shall also specifu that the insurance provided by the Conhactor will be considered
primary and not contributory to any other insurance available to the Owner or the Engineer.
Confactor shall indemnifo, defend and hold harmless the Owner and Engineer for work
performed under this Agreement.
E. The limits of liability for Contractor's Liability Insurance shall not be less than:
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l. Workers' Compensation:
2. Employer's Liability:
3. Commercial General
Liability:
Bodily Injury and
Property Damage
Combined:
4. ComprehensiveAutomobile
Liability:
Statutory
$100,000
Disease each person
$100,000
Each accident
$500,000
Disease Policy Limit
$l,000,000
Per occurrence
Combined Single Limit $2,000,000
General Aggregate
$2,000,000
ProductVCompleted Operations Aggregate
Bodily Injury and
Properly Damage
Combined:$1,000,000
Per Accident
F. At the option of Contractor, evidence of coverage and limits may be furnished by an umbrella
liability policy certificate in addition to certificates for Workers' Compensation and enployer's
liability, and commercial automobilc and general liability policies.
5.03 OWI\ERAND ENGINEERADDITIONAL INSUREDS
Contractor shall name Owner and Engineer as Additional lnsured under its Commercial General
Liability insurance. The liability limits shall be as specified for commercial general liability
insurance.
5.04 PROPERTYINSURANCE
Owner may, in addition to the Builder's Risk Insurance and Floater Installation coverages
required of the Contractor below, purchase and maintain property insurance upon the Work at
the site to the full insurable value thereof. This insurance shall cover only the Owner's interest
in the Work. Such coverage shall insure against the perils of fire and extended coverage, and
shall include "all risk" insurance for physical loss and damage including theft, vandalism and
malicious mischief, collapse and water damage, and shall include damages, losses and expenses
arising out ofor resulting Aom any insured loss or incurred in the repair or replacanent ofany
insured property (including fees and charges of engineers, architects, attorneys and other
professionals).
Owner may purchase and maintain boiler and machinery insurance upon the Work.
lfContractor requests in writing that other special insurance be included in the Owner's property
insurance policy, Owner shall, if possible, include such insurance, and the cost thereof shall be
charged to Contractor by appropriate Change Order. Prior to cornmencement ofthe Work at the
site, Owner will in writing advise Contractor whether or not zuch special insurance has been
procured by Owner.
Builder's Risk lnsurance.
l. Contractor shall purchase and maintain builder's risk insurance. This insurance shall be
written in completed value form and shall protect Contractor, Owner, Subcontracto(s) and
Engineer against risks of damage to buildings, structures, and materials and equipment not
otherwise covered under fuNtallation floater insurance or Property, from the perils of fire
and lightning, the perils included in the standard extended coverage endorsement, and the
perits ofvandalism and malicious mischief. The amount of such insurance shall be not less
than the insurable value of the Work at completion'
2. Builder's risk insurance shall provide for losses to be payable to Contractor, Owner, and
Engineer as their interests may appear. The policy shall contain a provision that in the
event of payment for any loss rmder the coverage provided, the insurance company shall
have no rights of recovery against the Conttactor, Owner, and Engineer.
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E. InstallationFloaterlnsurance.
l. Contractor shall purchase and maintain installation floater insurance, unless waived in
writing by the Owner. Contractor shall purchase and maintain similar property insurance
on behalf of the Owner on portions of the Work stored on and offthe site or in transit when
such portions of the Work are to be included in an Application for Partial Payment
pursuant to Part 14 hereof.
2. Equipment such as pumps, compressors, basin equipment, motors, switchgear,
transfomrcrs, panel boards, control equipment, and other similar equipment shall be
insured under the installation floater insurance when the aggregate value of the equipment
exceeds Ten Thousand Dollars ($10,000.00). This insurance shall protect Contraclor,
Owner, and Engineer from all insurable risks ofphysica! loss or damage to materials and
equipment not otherwise covered under builder's risk insurance, while in warehouses or
storage areas, during installation, during testing, and after the Work is completed. lt shall
be of the "all risk ' type, udth coverages designed for the circumstances which may occur in
the particular Work included in the Contract Documents. The coverage shall be for an
amount not less than the insurable value of the Work at completion, less the value of
materials and equipment insured under builder's risk insurance. The value shall include
the aggregate value of the Owner-fumished equipment and materials to be erected or
installed by Contractor not otherwise insured under builder's risk insurance. Installation
floater insurance shall provide for losses to be payable to Contractor, Owner, and Engineer
as their interest may appear. The policy shall contain a provision that in the event of
payment for any loss under the coverage provided the insurance company shall have no
rights or recovery against the Contractor, Owner, and Engineer.
3. Certificates of Insurance covering installation floater insurance shall quote the insuring
agreement and all exclusions as they appear in the policy; or in lieu ofcertificates, copies
of the complete policy may be submitted.
Builders risk insurance policies shall contain a provision that the coverage aflorded will not be
cancelled or materially changed until at least 30 days prior written notice has been given to
Owner.
Insured losses under policies of insurance which include Owner's interests shall be adjusted with
Owner and made payable to Owner as trustee for the insureds, as their interests may appear,
subject to the requirements ofany applicable mortgage clause, and any direction by arbitrators.
Owner as trustee shall have the right to adjust and settle losses with the insurers unless one of
the parties in interest shall object in writing within 5 days after the occurrence ofloss to Owner's
exercise of this power and, if such objection be made, arbitrators shall be chosen as provided in
the General Conditions. Owner as trustee shall. in lhat case, make settlement with the insurers
in accordance with the direction of such arbitrators. If distribution of the insurance proceeds by
arbitration is required, the arbitrators will direct such distribution. Owner and Contractor waive
all rights against each other and against Engineer for damages caused by fire or other perils to
the extent covered by insurance except such rights as they may have to the proceeds of such
insurance held by Owner as trustee. Contractor shall require similar waivers by Subcontractors.
Each waiver shall be in favor ofall other parties enumerated in this paragraph.
5.05 PARTIAL UTILIZATION - PROPERTY INSURANCE
If Owner fmds il necessary to occupy or use a portion or portions of the Work prior to Substantial
Completion of all the Work, such use or occupancy may be accomplished in accordance with
paragraph 14.064,; provided that no such use or occupancy shall commence before lhe insurers
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providing the property insurance shall consent by endorsement on the policy or policies, but the
property insurance shall not be cancelled or lapse on account ofany such partial use or occupancy.
5.06 ACCEPTAIICE OF INSURANCE
If Owner bas any objection to the coverage afforded by or other provisions of the insurance
purchased and maintained by Contractor on the basis of its not complying with the Contract
Documents, Owner will notiry Contractor in writing thereof within thirty (30) days of the date of
delivery of the Opinion required of Confactor's insurance agent or counsel pursuant to paragraph
5.08. If Contractor has any objection to the coverage afforded by or other provisions of the policies
of insurance purchased and maintained by Owner in accordance with paragraph 5.04C on the basis of
their not complying with the Contract Documents, Contractor will notiry Owner in writing thereof
within ten (10) days of the date of delivery of notice that such insurance has been procured by
Owner. Owner and Contractor will each provide to thc other such additional information in respect
of insurance provided by It as the other may reasonably request. Failue by Owner or Contractor to
give any zuch Notice of Objection within the time provided shall constitute temporary acceptance of
such insurance purchased by the other as complying with the Contract Documents.
5.07 DEDUCTIBLES
No insurance coverages required to be obtained by Contractor pwsuant to this Part 5 shall have a
deductible greater than $ I ,000 or as reasonably approved by Owner.
5.08 CERTIFICATE OF INSURANCE; OPINION OF AGENT
Prior to commencing the Work, the Contractor shall deliver to the Owner a Certificate of Insurance
evidencing that the coverages required under part 5, including a tepresentation that the Owner and
Engineer have been named as additional insureds under its Commercial General Liability insurance.
With the Certificate of Insurance, the Contractor shall also deliver to the Owner an Opinion of a
licensed insurance agent or legal counsel that the coverages required under this Part 5 have been
purchased and the Contractor is in compliance with its obligations under this Part 5. Such opinion
shall be in the form of Exhibit A attached to these General Conditions.
PART6- CONTRACTOR'SRESPONSIBILITIES
6.0I SUPERVISIONAND SUPERINTENDENCE
The Contractor is an independent contractor and nothing herein contained shall constitute or
designate the Conractor or any of its employees or agents as employees of the Owner. The
Work to be performed by the Contractor shall be at its sole cost, risk and expense, and no part of
the cost thereof shall be charged to the Owner, except the payments to be made by the Owner to
the Contractor for the Work performed as provided berein. Owner shall not be responsible for
Contractor's means, methods, tecbniques, sequences or procedures ofconstruction, or for safety
precautions and programs incident thereto.
Contractor shall supervise and direct the Work competently and efficiently, giving the Work the
consistent anention necessary to facilitate its progress and applying such skills and expertise as
may be necessary to perform the Work in accordance with the Contract Docurnents. Contractor
shall be sotely responsible for the means, methods, techniques, sequences and procedures of
construction. Contractor shall be responsible to see that the finished Work complies accwately
with the Contract Documents.
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C. Contractor shall employ at all times during its work progress a competent resident
superintendent, who shall not be replaced without wrinen notice to Owner and Engineer except
under extraordinary circumstances. Such superintendent shall be capable of reading and
thoroughly understanding the Plans and Specifcations and shall receive and fulfill instructions,
suggestions and communications from the Engineer, or its authorized representative. The
superintendent shall bave firll authority to execute the Work specified in the Contract
Documents without delay and promptly to supply materials, tools, plant equipment and labor as
may be required to perform such Worlc Such superintendent shall be fumished irrespective of
the amormt of Work sublet. The superintendent will be Contractor's representative at tbe site
and shall have authority to act on behalf of Contractor. Alt comrnunicatiorx given the
superintendent shall be as binding as if given to ConEactor.
D. the Contractor shall employ such superintendent and foremen as are careful and competen! and
the Engineer may request the dismissal of any person or persons ernployed by the Contractor in,
abouq or upon the Work, who shall misconduct ltself or themselves or be incompetent or
negligent in the proper perfonnance of its or their duties, or neglect(s) or refuse(s) to comply
with the Contract Documents given, and such person or persons shall not be employed again
thereon without the written consent of the Engineer. Should the Contractor continue to employ,
or again employ, such person or percons, the Engineer may wirhhold all pay estimates which are
or may become due, or the Engineer may suspend the Work until such orders are complied with.
All materials and equipment shall be applied, installed, connected, erected, used, cleaned and
conditioned in accordance with the instructions of the applicable manufacturer, fabricator,
supplier or distributor, except as otherwise provided in the Contract Documents.
E. The Contractor shall notifo the Engineer at least forty-eight (48) hours in advance of the time it
intends to start Work on the site. The Contractor shall operate at such points as the Owner
through the Engineer may direct. The Contractor shall conduct the Work in such a manner and
with su{ficient materials, equipment, and labor as is considered necessary to ensure its
completion within the time limit set forth in the Agreement. Should the prosecution of Work for
any reason be discontinued by the Confactor, it shall notifo lhe Engineer at least forty-eight (48)
hours in advance of resuming operations.
6.02 LABOR,MATERIALS,AND EQUIPMENT
A. Contractor shall provide competent, suitable qualified personnel 1o survey and lay out the Work
and perform construction as required by the Contract Documents. Contractor shall at all times
maintain good discipline and order at the site. Except in connection with dre safety or
proteclion of persons or the Work or property at the site or adjacent thereto, and exc€pt as
otherwise indicated in the Supplementary Conditions, all Work at the site shall be performed
during regular working hours, and Contractor will not permit overtime work or the performance
of Work on Saturday, Smday or any legal holiday without Owner's written consent given after
prior wrinen notice to Engineer.
B. Contractor shall fumish all materials, equipment, labor, transportation, construction equipment
and machinery, tools, appliances, fuel, power, light, heat, telephone, water and sanilary facilities
and all other facilities and incidentals necessary for the execution, testing, initial operalion and
completion of the Work. The Contractor shall fumish such equipment as is considered
necessary for the prosecution of the Work in an acceptable marmer and at a satisfactory rate of
progress. All equipment, tools, and machinery used for handling materials and executing any
part of the Work shall be subject to the approval of the Engineer and shall be maintained in a
satisfactory working condition. Equipment used on any portion of the Work shall be such that
no damage to the Work, roadways, adjacent property, or other objects will result from its use.
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The Agreement may be terminated if the Conhactor fails to provide adequate equipment for the
Work.
The source of supply of each of the materials required shall be reviewed and approved by the
Engineer before delivery is started. Representative preliminary samples of the character and
quality specified shall be submitted by the Conffactor or producer for examination and tests
required by the Engineer The results obtained from testing such samples rnay be used for
preliminary review but will not be used as a final acceptance of the materials. All materials
proposed to be used rnay be inspected or tested at any time during their preparation and use. If,
after testing, it is fomd that sources of supply which have been reviewed and accepted do not
furnish a uniform product, or if the product from any source proves rmacceptable at any time,
the Confractor shall fumish acceptable material from other sources acceptable to Engineer at no
cost to the Owner.
Sanples ofall materials for testing, upon which the acceptance or rejection are to be based, shall
be taketr by the Engineer or its authorized representative at the discretion of the Engineer.
Materials may be sampled either prior to shipment or after being received at the place of
construction. All sampling, inspection, and testing shall be done in accordance with the
methods hereinafter prescribed. The Contractor shall provide such facilities as the Engineer or
its representative may require for conducting field tests and for collecting and forwarding
samples. The Contractor shall not use or incorporate into the Work any materials represented
by the samples until tests have been made and the material found to be acceptable. only
materials conforming to the requirements of these specifications and which have been accepted
by the Engineer or its authorized agents shall be used in the work. Any material which, after
acceptance, has for any reason become unfit for use shall not be incorporated into the Work and
shall be replaced by the contractor at no cost to the owner. Additionally, contractor and
Engineer shall be subject to the procedures and responsibilities set forth in paragraph 6.13 as it
pertains to samples.
Except as otherwise provided herein, sampling and testing of all materials, and the laboratory
methods and testing equipment required under the Specifications, shall be in accordance with
the most current edition of the standards set forth in the Specifications. The testing of all
samples shall be done at the expense of the Contractor at an independent laboratory accepted by
the Engineer. Laboratory sieves shall have square openings of the sizes specified. The
Contractor shall fumish the required samples without cbarge. All samples shall be checked and
stamped with the approval of the Contractor, identified clearly as to material, manufacturer, any
pertinent catalog numbers and the use for which intended. The Contractor shall give sufficient
notification to the Engineer of the placing of orders for materials to permit testing.
All materials and equipment shall be applied, installed, connected, erected, used, cleaned and
conditioned in accordance with the instructions of the applicable manufacturer, fabricator,
supplier or distributor, except as otherwise provided in the Contract Documents.
Materials shall be stored so as to enswe the preservation of their quality and fitness for the
Work. When considered necessary by the Engineer, they shall be placed on wooden platforrns,
or otler hard, clean surfaces and not on the ground, and shall be placed under cover or
otherwise protected when requested by the Engineer. Stored materials shall be located so as to
facilitate prompt inspection. Contractor is responsible for the safety of any of its materials,
tools, possessions, and rented items stored on the job site, and for protection of the project, and
shall hold Owner and Owner's authorized representative harmless for any damages or loss
incurred thereto.
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F. No material, equipment, tools, supplies, or instruments other than those belonging to or leased
by Contractor will be removed from the project site by Contractor without the prior written
approval of Owner.
G. All materials not conforming to the requirements of these Specifications shall be considered
Defective. Whether in place or not, such material shall be removed immediately from the site of
the Work, unless otherwise permined by the Engineer. No rcjected material, the defects of
which have been subsequently corrected, shall be used until approval has been given. Upon
failure of the Contractor to cornply promptly with any order of the Engineer made under the
provisions of this Article, the Engineer shall have authority to remove Defective materials and to
deduct the cost of removal and replacement with specified materials from any moneys due or to
become due the Contractor.
6.03 EQUIVALENT MATERIALS AI\D EQUIPMENT
Whenever materials or equipment are specified or described in the Drawings or Specifications by
using the name ofa proprietary item or the name ofa particular manufacturer, fabricatoq supplier or
distributor, the naming of the item is intended to establish the type, function and quality required.
Unless the name is followed by words indicating that a substitution is not permitted, materials or
equipment ofother manufacturers, fabricators, suppliers, or distributors may be accepted by Engineer
if sulficient information is submitted by Contractor lo allow Engineer to determine lhat the material
or equipment proposed is equivalent to that named. The procedure for review by Engineer will be as
set forth in paragraphs 6.03A. and 6.038. below, as supplemented in the other Contract Documents.
A. Requests for review of substitute items of material and equipment will not be accepted by
Engineer from anyone olher than Contractor, If Contsactor wishes to fumish or use a substitute
item of material or equipment, Contractor shall make written application to Engineer for
acceptance thereof, certiffing that the proposed substitute will perfiorm adequately the functions
called for by the general design, be similar and of equal substance to that specified, and be
suited to the same use and capable of performing the same function as that specified. The
Ap'plication shall state whether or not acceptance of the substitute for use in the Work will
require a change in the Drawings or Specifications to adapt the desigr to the substitute and
whether or not incorporation or use of the substitute in connection with the Work is subject to
payment of any license fee or royalty. All variations of the proposed substitute from that
specified shall be identified in the Application and available maintenance, repair and
replacement service will be indicated. The Application shall also contain an itemized estimate
of all costs that will result directly or indirectly from acceptance of such substitute, including
costs of redesign and claims of other contractors alfected by the resulting change; all of which
shall be considered by Engineer in evaluating the proposed substihrte. Engineer will be the sole
judge of acceptability, and no substitute will be ordered or installed without Engineer's prior
written acceptance. Owner may require Contractor to furnish at Contractor's expense a special
performance guamntee or other Surety with respect to any substitute.
B. Engineer will record time required by Engineer and Engineer's consultants in evaluating
substitutions proposed by Contractor and in making changes in the Drawings or Specifications
occasioned thereby. Whether or not Engineer accepts a proposed substitute, Contractor shall
reimburse Owner for the charges of Engineer and Engineer's consultants for evaluating any
proposed substitute.
6.04 CONCERNING SUBCONTRACTORS
A. Contractor shall not employ any Subcontractor or other person or organization (including those
who are to furnish the principal items of materials or equipment), whether initially or as a
substitute, against whom Owner or Engineer may have reasonable objection. A Subcontractor
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or other person or organization identified in q/riting to Owner and Engineer by Contractor prior
to the Notice of Award and not objected to in writing by Owner or Engineer prior to the Notice
of Award will be deemed acceptable to Owner and Engineer. Acceptance ofany Subcontractor,
other penon or organization by Owner or Engineer shall not constitute a waiver of any right of
Owner or Engineer to reject Defective Work. If Owner or Engineer after due investigation has
reasonable objection to any Subcontraclor, other person or organization proposed by Contractor
after the Notice of Award, Contractor shall submit an acceptable substitute and the Agreement
Price shall be increased or decreased by the difference in cost occasioned by such substitution,
and an appropriate Change Order shall be issued. Contractor shall not be required to employ
any Subcontractor, other percon or organization against ufrom Contractor has reasonable
objection.
B. Contractor shall be fully responsible for all acts and omissions of its Subcontractors and of
persons and organizations directly or indirectly employed by them and of persons and
organizations for whose acts any of them may be liable to the same extent that Contractor is
responsible for the acts and omissions ofpersons directly employed by Contractor. Nothing in
the Contract Documents shall create any contractual relationship between Owner or Engineer
and any Subcontractor or other person or organization having a direct contact with Contractor,
nor shall it create any obligation on the part of Owner or Engineer to pay or to see to the
payment of any moneys due any Subcontractor or other person or organization, except as may
otherwise be required by law. Owner or Engineer may fumish to any Subcontractor or other
person or organization, to the extent practicable, evidence of amounts paid to Contractor on
account ofsPecific work done.
C. the divisions and sections of the Specifications and the identifications of any Drawings shall not
control Contractor in dividing the Work among Subcontractors or delineating the Work to be
performed by any specific trade.
D. All Work performed for Contractor by a Subcontractor will be pursuant to an appropriate
Agreement between Contractor and the Subcontractor which specifically binds the
Subcontractor to the applicable terms and conditions of the Contract Documents for the benefit
of Owner and Engineer and contains waiver provisions as required by the Contract Documents.
Contractor shall pay each Subcontractor a just share of any insurance moneys received by
Contractor on account oflosses under policies issued pursuant to the Contract Documents.
E. Conbactor shatl fully cooperate with Owner and such other Contractors or Subcontractors as
may be perforrning work or supplylng rnaterials in connection with the Project, and shall
carefully fit its work in with that of all such other persons or entities. Contractor shall neither
commit nor permit any act which will interfere with the performance of the Pro.iect by any such
person or entity.
F. Contractor shall promptly pay in full for any and all damages caused to the project site by
Conlractor or by any Subcontractor or other person or entity of any nature fumishing materials,
equipment, machinery, supplies, labor, skilled services or instruments for whose actions the
Contractor is responsible hereunder.
6.05 PATENT FEES AIID ROYALTIES
If the Contractor is required or desires to use any design, device, invention, product, materials, or
process covered by letters of patent or copyright, it shall provide for such use by suitable legal
agreement with the patentee or patent owner and shall pay all license fees and royalties and assume all
costs incident to said use in performance of the Work or incorporation of the Work. The Contractor
and the Surety shall indernniff and hold harmless the Owner and Engineer from any and all claims for
infringement by reason of the use ofany such patented design, device, invention, product, material, or
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process or any fadernark or copyright in connection with the Work agreed to be performed under this
Contract, and shall indernii/ the Owner and Engineer for any costs, expense and damages, including
attorney's fees, which they may be obliged to pay for reason of any such infringement at any time
during the prosecution, or after the completion of the Work.
PERMITS
Unless otherwise provided in the Contract Documents, Contractor shall obtain all permits and
licenses, pay all charges and fees, including but not limited to all inspection charges of agencies
having appropriate jurisdiction and give all notices necessary and incidental to the due and lawful
prosecution of the Work. Owner and Engineer shall assist Contractor, when necessary, in obtaining
such permits and licenses. Contractor shall pay all charges of utility service companies for
connections to the Work, and Owner shall pay all charges of such companies for capital costs related
thercto; provided, however, drat in the event the applicable utility company charges the Owner for
connections and capital costs, the Agreement Price shall be reduced by an amount equivalent to the
utility's charge for connections to the work,. A copy of all permits and licenses procured by
Contractor shall be supplied to Engineer within a reasonable period oftime.
LAWS AND REGULATIONS
Contractor shall be familiar with all federal, state and local laws, ordinances, and rules and
regulations which in any manner affect those engaged or employed in the Work or the material or
equipment used in or on the site, or in any way affect the conduct of the Worh including rules and
regulations that Owner may promulgate at any time for the safe, orderly and eflicient conduct of all
Work on the Project (collectively, 'the applicable regulations"). If Contractor observes that the
Specifications or Drawings are at variance therewith, Contractor shall give Engineer prompt wriften
notice thereof, and any necessary changes shall be adjusted by an appropriate Modification. The
Contractor, at all times, shall observe and comply with all applicable regulations and the Contract
Documents, and the Contractor and its Surety shall indernnifo and hold harmless the Owner, the
Engineer and their consultants, agents, and employees, against any claim or liability arising from or
based on the violation of any applicable regulations, by anyone for whom Contractor is responsible.
TAXES
A. Contractor shall pay all sales, consumer, use and other similar taxes required to be paid by it.
B. Owner is exempt fiom Colorado State sales and use taxes. Accordingly, taxes from which
Owner is exempt shall not be included in the Agreement Price. Owner shall, upon tequest,
fumish Contractor with a copy of its Certificate of Tax Exemption. Contractor and
Subcontractors shall apply to the Colorado Department of Revenue, Sales Tax Division, for an
Exemption Certificate and purchase the materials tax free. Pursuant to Subsection 39-26-
l l (lXaXX[X)(A), C.R.S., Contractor and Subcontractors shall be liable for exempt taxes paid
due to failure to apply for Exemption Certificates or for failure to use said Certificates.
USE OF PREMISES
A. Contractor shall confine construction equipment, the storage of materials and equipment and the
operations of workmen to areas permitted by law, ordinances, permits and the requirements of
the Contract Documents,
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During the progress of the Work, Contractor shall keep the prcmises free from accumulations of
waste materials, rubbish and other debris resulting from the Work. At the completion of the
Work, Contractor shall remove all waste materials, rubbish and debris from and about the
premises as well as all tools, appliances, construction equipment and machinery, temporary
structures, stumps or portioDs of trees and surplus materials, and shall restore to their original
condition those portions of the site not designated for alteration by the Contract Documents.
Materials cleared from the site and deposited on property adjacent will not be considered as
having been disposed of satisfactorily.
Contractor shall not load or permit any part ofany structure to be loaded in any manner that will
endanger the stnrcture, nor shall Contractor subject any part ofthe Work or adjacent property to
stfesses or pressures that will endanger it.
All structures or obstructions found on the site and shown on the Contract Drawings which are
not to remain in place, or which are not to be used in the new construction, shall be removed to
the satisfaction of the Engineer. Unless specified in the Bid Proposal, this Work will not be paid
for separately but will be included in the price bid for that portion of the Work requiring the
removal of the obstruction. All material found on the site or removed therefrom shall remain the
property of the Owner unless otherwise indicated.
The Contractot with the consent of the Engineer, may use in the proposed construction any
stone, sand, or gravel found on the site. The Contractor will not be paid for such excavation
unless specifically stated in the Bid Proposal, and it shall replace with other suitable material,
without compensation, all of that portion of the material so removed and used. If it was
intended by the Engineer and indicated in the Specification that any or all of the material so
excavated and used was to have been wasted, then the Contractor will not be required to replace
it. The Contractor shall not excavate outside of the proposed slope and grade lines as indicated
on the Drawings without prior consent by the Engineer.
6.10 RECORD DOCUMENTS
Contractor shall keep one record of all Specifications, Drawings, Addenda, Modifications, Shop
Drawings and samples at the site, in good order and annotated, and updated weekly to show all
changes made during the construction process. These shall be available to Engineer for examinalion
and shall be delivered to Engineer for Owner upon completion of the Work. All changes of drawings
from the original drawings shall be neatly marked thereon in brightly contrasting color.
6.T1 SAFETY AND PROTECTION
A. Contraclor shall be solely responsible for initiating, maintaining and supervising all safety
precautions and programs in conneclion wilh the Work- Contractor shall take all necessary
precautions for the safety of, and shall provide the necessary protection to prevent damage,
injury or loss to:
1. All employees on the Work or other persons who may be affected thereby;
2. All the Work and all materials or equipment to be incorporated therein, whether in storage
on or offthe site; and
3. Other property at the site or adjacent thereto, including trees, shrubs, lawns, walks,
pavements, roadways, structures and utilities not designated for rernoval, relocation or
reDlacement in the coune ofconstruction.
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The Contractor shall be required to assume sole and complete responsibility for job site
conditions during the course of consffuction of the Project, including the safety of all persons
who may enter on the job site for any reason and the security of all property located on fte job
site. This requirement shall apply at all times during the course of the contract and not only to
normal work hours.
Contractor shall comply with all applicable laws, ordinances, rules, regulations and orders of
any public body having jurisdiction for the safety ofpersons or property or to protect them from
damage, injury or loss; and shall erect and maintain all necessary safeguards for such safety and
protection. Contractor shall notiff owners of adjacent property and utilities when prosecution of
the Work may affect them. All damage, injury or loss to any property referred to in paragraphs
6.llA.2 or 6.1 lA.3 caused, directly or indirectly, in whole or in part, by Contractor, any
Subcontractor or anyone directly or indirectly employed by any of them, or anyone for whose
acts any of them may be liable, shall be remedied by Contractor (except damage or loss
attributable to the fault of Drawings or Specifications or to the acts or omissions of Owner or
Engineer or anyone employed by either ofthem or anyone for whose acts either of thern may be
liable). Contractor's duties and responsibilities for the safety and protection of the Work shall
continue until such time as all the Work is completed and final payment has been rnade.
Contractor shall designate a responsible mernber of its organization at the site whose duty shall
be the prevention of accidents. This person shall be Contractor's superintendent, unless
otherwise designated in writing by Contractor to Owner.
Contractor has the aflimrative duty of ensuring compliance with all Occupational Safety and
Health Administration (OSHA) regulations, of designating a representative who is a comp€tent
person for purposes of identifuing existing or predictable hazards at the site, of providing
required safety instruction for Contractor's Subcontractors and employees, and of immediately
taking precautionary measures when necessary and remedying all identifred OSIIA violations.
Daily and other inspections of the work site, including of excavations, adjacent areas and
protective systems, shall be the sole responsibility of Contractor. Contractor's obligation to
indemnifo Owner pursuant to paragraph 5.02D shall include failure of Contractor to effect full
compliance with OSHA regulations.
E. The Contractor shall at all times conduct the Work in such manner as will incur the least
practicable interference with traffic and existing utility systems. No section of any road shall be
closed to the public, nor any utility slstem put out of service, except after permission has been
granted by the Engineer. Each item of Work shall be prosecuted to completion without delay;
and, in no instance, will the Contractor be permined lo transfer its forces from uncompleted
Work to new Work without prior written notification of the Contractor to the Engineer. The
Contractor shall not open up Work to the prejudice of Work already started.
Unless the Contract Documents specifically provide for the closing to traffic of any local road or
highway while construction is in progress, such road or highway shall be kept open to all traflic
by the Contractor. The Contractor shall also provide and maintain in a safe condition temporary
approaches, crossings, or intersections with roads and highways. The Contractor shall bear all
expense of maintaining traffrc over the section of road affected by the Work to be done under
this Contract, and of constructing and maintaining such approaches, crossing, intersections and
any necessary features without direct compensation, except as otherwise provided.
The Contractor shall not close any road to the public except by express permission of the
appropriate engineering authority. When the road under construction is being used by the
traveling public, special attention shall be paid to keeping the subgrade and surfacing in such
condition that the public can travel over same in comfort and safety. The Contractor shall
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cooperate with the appropriate officials in fte regulation of raffrc. If the Confractor consultcts
temporary bridges or temporary stream crossings, its responsibility for accidents shall include
the roadway approaches as well as the structures ofsuch crossings,
The Contractor shall provide, erect and maintain all necessary barricades, signs, danger signals
and lights to protect the Work and the safety of the public. Contractor shall comply with the
provisions of any and all applicable Traffic Safety Manuals which may be published by a
govemmental entity having jurisdiction over the project area. All barricades, sigrs and
obsfiuctions erected by the Contractor shall be illuminated at night and all devices for this
purpose shall be kept buming from sunset to surnise. The Contractor shall be held responsible
for all damage to the Work due to failure of barricades, signs, lights and watcbmen to protect it,
and whenever evidence ofsuch damage is found prior to acceptance, the Engineer may order the
damaged portion funmediately removed and replaced by the Contractor without cost to the
Owner if, in its opinioq such action is justified. The Contractor's responsibility for necessary
barricades, sigrs, and lights shall not cease until the Project shall have been accepted.
F. The Contractor shall provide and maintain in a neat, sanitary condition such accommodations
for the use of its employees as may be necessary to comply with the requirements and
regulations of the State Deparunent of Health or of other authorities having jurisdiction over the
Project.
G. When the use of explosives is necessary for the prosecution of the Work, the Contractor shall
use the utmost care so as not to endanger life or property, and whenever directed, the number
and size of the charges shall be reduced. The Contractor shall notifu the proper rcpresentatives
of any public service corporation, any company, or any individual, at least eight (8) hours in
advance of any blasting which may damage its or their property on, along, or adjacent to the site.
All explosives shall be stored in a secure manner, and all storage places shall be marked clearly
*DANGEROUS EXPLOSIVES," and shall be in care of competent watchmen at all times.
6.12 EMERGENCIES
In emergencies affecting the safery or protection of persons or the Work or property at the site or
adjacent thereto, Contractor, without special instruction or authorization from Engineer or Owner, is
obligated to act to prevent threatened damage, injury or loss. Contractor shall give Engineer prompt
written Notice of any significant changes in the Work or deviations from the Contract Documents
caused thereby.
6.13 PLANS AI\D SHOP DRAWINGS
The approved Plans will show details of all structures; lines and gpde of roadways and utility
systems, typical cross-sections ofroadways; character of foundation; location and designation of
all structures; and the general arangement of circuits and oullets, location of switches, panels
and other Work.
Drawings and Specifications are complementary each to the other, and what is called for by one
shall be as binding as if called for by both. Data presented on Drawings are as accurate as
planning can determine, but accuracy is not guaranteed and field verification ofall dimensions,
locations. levels. etc. to suit field conditions is directed. Tlre Contractor shall review all
structural and mechanical plans and adjust all Work to confirm to all conditions shown therein.
The Drawings detailing mechanical systems shall take precedence over all other Drawings.
Discrepancies between different Plans, or between Plans and Specifications, or regulations and
codes governing the installation, shall be brought to the attention of the Engineer in writing as
soon as said discrepancies are noliced. In the event such discrepancies exist and the Engineer is
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not so notified, the Engineer shall reserve the rigbt to exercise sole authority in making final
decisions in resolution of such a conflict. It is mutually agreed that all authorized alterations
affecting the requirements and information given on the Approved Plans shall be in writing and
approved by the Engineer. When at any time reference is made to "The Plans," the
interpretations shall be the Ptans as a{Iected by all authorized alterations then in effect' Plans
will be supplemented by zuch Shop Drawings to be prepared by Contractor as are necessary to
adequately control the Work.
After checking and verifuing all field measurements and approving of Shop Drawings'
Contractor shall submit to Engineer for review, in accordance with the accepted schedule of
Shop Drawings submissions, six (6) copies (unless otherwise specified in the Special
Conditions) of all Shop Drawings, which shall have been checked by and stamped with the
approval of Contractor and identified as Engineer may require. The data shown on the Shop
Drawings will be complele with respect to dimensions, design criteria, materials of construction
and like information to enable Engineer to review the information as required.
At the time of each zubmission, Contractor shall in writing call Engineer's attention to any
deviations that the Shop Drawings or samples may have from the requirements of the Contract
Documents.
Engineer will review with reasonable promptness Shop Drawings and samples, but Engheer's
review shall be only for conformance with the desigr concept of the Project and for compliance
with the information given in lhe Contract Documents and shall not extend to means, methods,
sequences, techniques or procedures of construction or to satisfo precautions or programs
incident thereto. The review and approval ofa separate item as such will not indicate approval
of the assembly in which the item functions. Contractor shall make any corrections required by
Engineer and shall return the required number of corrected copies of Shop Drawings and
resubmit new samples for Engineer's review. Contractor shall direct specific attention in writing
to revisions other than the corrections called for by Engineer on previous submittals.
Contractor's stamp of approval on any Shop Drawings or sample shall constitute a
representation to Owner and Engineer that Contractor has either deterrnined and verified all
quantities, dimensions, field construction criteria, materials, catalog numbers, and similar data,
or assumes full responsibility for doing so, and that Confiactor has reviewed or coordinated each
Shop Drawing or sample with the requirements of the Work and the Contract Documents.
Where a Shop Drawing or sample is required by the Specifications, no related Work shall be
commenced until the submittal has been reviewed by Engineer.
Ensineer's review of Shop Drawings or samples shall not relieve Contractor from responsibility
for any deviations &om the Contract Documents unless Contraclor has, in writing, called
Engineer's attention to such deviation at the time of submission and Engineer has given written
concunence and approval to the specific deviation, nor shall any concurrence or approval by
Engineer relieve Contractor from responsibility for errors or omissions in the Shop Drawings.
The cost of furnishing all shop drawings shall be borne by the Contractor.
Finished surfaces in all cases shall conform with lines, grade, cross-sections and dimensions
shown on the Approved Plans. Any deviations from the Plans and working Drawings, as may be
required by the demands of construction, will in all cases be determined by the Engineer and
authorized in writing.
The Plans and Specifications, and all supplernentary plans and documents, are essential parts of
the Contract Documents, and a requirement occurring in one is just as binding as thougb
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occurring in all. They are intended to be cooperative to describe and provide for a complete
Work. The Contractor shall not take advantage ofany apparent error or omission in the Plans or
Specifications. ln the event the Contractor discovers any apparent conflict, error or discrepancy,
it shall immediately call upon the Engineer for its interpretation and Engineer's decision shall be
final. Any apparent error or discrcpancy must be resolved before Contractor proceeds with the
Work alfected thereby.
6.14 CONSTRUCTION STAKES
A. Unless otherwise directed in the Supplementary Conditions, the Contractor will furnish and set
construction stakes establishing all lines, grades, and measur€ments necessary for the proper
execution of the Work contracted for under these Specifications. The Owner will provide basic
horizontal and vertical control. If construction surveys arc provided by the Owner, the
Contractor shall request that Owner provide engineering surveys and placement of construction
stakes no less than 48 hours prior to the time such service is needed. The Contractor shall
satisff Itselfas to the accuracy of all measurements before constructing any permanent structure
and shall not take advantage of any errors which may have been made in laying out the Work.
The Contractor shall be held responsible for the proper preservation of all marks and stakes.
Stakes provided by the Owner, which must be reset after initial placement, will be replaced at
Contractor's exp€nse at the current billable rate for a three-person survey crew, unless the stakes
were removed or destroyed by causes beyond the Contractor's control. Said cost may be
deducted from any funds due the Contractor.
6.15 PRIVATE PROPERTY A]\D EXCAVATION
The Contractor shall not enter upon private property for any purpose without first obtaining
permission, and it shall be responsible for the preservation of all public and private property, trees,
fences, monumelts, underground struchrres, etc., on and adjacent to the site and shall use every
precaution necessary to prcvent darnage or injury thereto. It shall protect carefully, from disturbance
or damage, all land monuments and property marks until an autborized agent has witnessed or
otherwise referenced their location, and shall not remove them until directed. It shall be responsible
for all damage or injury to property or any character resulting from any act, omission, neglect or
misconducl in its or any Subcontractor's manner, or method of executing said Work, or due to its or
any Subcontractor's non-execution of said work, or any time due to Defective Work or materials, and
said responsibility shall not be released until the Work has been completed and accepted. The
Contractor's attention is directed to the importance of protecting all public utilities encountered on
the Project. These may include telephone, telegraph and power lines, water lines, sewer lines, gas
lines, railroad tracks and other overhead and underground utilities. Before any excavation is begun in
the vicinity of water lines, railroad tracks or structrlres, sewer lines, gas lines, or telephone conduits,
each utility company concemed must be notified in advance of such excavation, and such excavation
shall not be made until an authorized representative ofthe utility company concemed is on the ground
and has designated the location of their facilities. When or where any direct or indireci damage or
injury is done to public or private property by or on account of any act, omission, neglect, or
misconduct in the execution of the Work, or in consequence of the non-execution thereof on the part
of the Contractor or Subcontractor, Contractor shall restore at its own expense, such property to a
condition similar or equal to that existing before such damage or injury was done by repairing,
rebuilding or otherwise restoring, as may be directed, or it shall make good such damage or injury in
an acceptable manner. In case of the failure on the pan of the Contractor to restore such property or
to have started action to make good such damage or injury, the Engineer may, upon forty-eight (48)
hours' notice, proceed to direct the repair, rebuilding ofor otherwise restore such property as rnay be
deemed necessary and the cost thereof will be deducted for any moneys due or which may become
due the Contractor under the Contract Documents. Tbe cost of damages due to Contractor's
operation or cost of protecting utilities where required to permit construction under these Contract
Documents shall be included in the original Contract prices for the Project.
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6.16 Environmental Requirements
Any Hazardous Materials at the site as a result of performance of the Work shall be stored in a safe
manner according to the approval of the local fire marshal. Contractor shall comply, and take all
necessary actions to cause its or its subcontractors performance of the Work to comply with all
applicable federal, state and local requirements relating to the site and the Work Contractor is
responsible for, and agrees to hold harmless, indemnify and defend Owner from any and all claims,
losses, liabilities, damages, costs and experxes, including reasonable attomey's fees, caused by or
related to Contractor's delivery, storage or use of Hazardow Materials in or on the site caused by
Contractor's acts or those of Contractor's agents, employees, subcontractors, suppliers, shippers, or
invitees which result in violation of any such laws. To the extent Contractor or Contractor's agents,
employees, subcontractors, suppliers, shippers, or invitees cause or allow the presence of or places
Hazardous Materials in or on the site or surrounding area or violate any such laws, Contractor at its
sole cost and expense shall promptly take any and all actions necessary or required to retnm the site
to the condition existing prior to zuch placement of the Hazardous Materials including the cost of
required subsequent monitoring of such spill; in any such event, Contractor shall be liable for any
related claims, losses, liabilities, damages, costs and experxies, which may include monitoring and
testing of the contaminated site, including reasonable attomey's fees, and/or investigating and in
complying with any governmental order (federal, state and/or local).
PART 7- COORDINATION OFWORK
7.OI OWNER'S RIGHTTO PERFORM
Owner may perform additional work related to the Project by itseli or have additional work
performed by utility service companies, or let other direct contracts therefor which shall contain
General Conditions similar to these. Contractor shall alford the utility service companies and the
other contractors who are parties to such direct contracts (or Owner, if Owner is performing the
additional work with Owner's employees) reasonable opportunity for the introduction and storage of
malerials and equipment and the execution of Work, and shall properly connect and coordinate its
Work with theirs, and shall conduct its operations as to minimize the interference with theirs, as
directed by Engineer.
7.02 CONTRACTORTOCOORDINATE
A. tf any part of Contractor's Work depends for proper execution or results upon the work of any
such other contractor or utility service company (or Owner), Contractor shall inspect and
promptly report to Engineer in writing any patent or apparent defects or deficiencies in such
work that render it unsuitable for such proper execution and results. Contractor's failure to so
report shall constiflrte an acceptance of the other work as fit and proper for integration with
Contractor's Work except for latent or non-apparent defects and deficiencies in the other work.
Such acceptance by Contractor shall render it responsible for subsequent correction of any such
work.
Confactor shall do all cutting, fitting and patching of its Work that may be required to make its
several parts come together properly and integrate with such other work. Contractor shall not
endanger any project work of others by cutting, excavating or otherwise altering their work and
will only cut or alter their work with the written consent of Engineer and the others whose work
will be affected.
If the performance ofadditional work by other contractors or utility service companies or Owner
was not noted in the Contract Documents, written notice thereof shall be given to Contractor
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prior to starting any such additional work. Ifthe performance of such additional work not noted
in the Contract Documents causes unavoidable additional expense to Contractor or causes
unavoidable delay in the Contractor's prosecution of the Work, Contractor may make a claim
therefor as provided in Parts I I and 12 respectively.
PART 8- OWNER'S RESPONSIBILITIES
8.01 OW\ER TO COMMUNICATE THROUGH ENGINEER OR OWIIER'S
REPRESENTATIVE
Except as otherwise provided in these General Conditions, Owner shall issue all communications to
Contractor through Engineer or the Owner's Representative.
PART 9- STATUS OF ENGINEER DURING CONSTRUCTION
9.01 DUTIES OFENGINEER
Engineer will be Owner's Representative during the construction period unless the Owner shall
designate in writing another Owner's Representative. The duties and responsibilities and the
limitations of authority of Owner's Representative during construction are set forth in the Contract
Documents and shall not be extended without written consent of Owner and Engineer.
9.02 VISITS TO SITE
Engineer will make visits to the site at intervals appropriate to tbe various stages of construction to
observe the progress and quality of the executed Work and to determine, in general, if the Work is
proceeding in accordance with the Contract Documents. Engineer will not be required to rnake
exhaustive or continuous on-site inspections to check the quality or quantity of the Work. Engineer's
efforts will be directed toward providing for Owner a greater degree ofconfidence that the cornpleted
Work will conform to the Contract Documents. On the basis of such visits and on-site observations
as an experienced and qualified desigt professional, Engineer will keep Owner informed of the
progress of the Work and will endeavor to guard Owner against defects and deficiencies in the Work.
9.03 CLARIFICATIONSAIYDINTERPRETATIONS
Engineer will issue with reasonable promptness such written clarifications or interpretations of the
Contract Documents (in the form of Drawings or otherwise) as Engineer may determine necessary,
which shall be consistent with or reasonably inferable from the overall intent of the Contract
Documents.
9.04 REJECTING DEFECTIVE WORK
Engineer will have authority to disapprove or reject Work which is Defective, and will also have
authority to requke special inspection or testing of the Work as provided in paragraph 13.048.,
whether or not the Work is fabricated, installed or completed.
9.05 PROJECTREPRESENTATION
Engineer will furnish a Resident Project Representativ€, if required by the Owner, to assist Engineer
in obsewing the performance of the Work. The duties, responsibilities and limitations of authority of
any such Resident Project Representative and assistants will be as provided inPan22.
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9.06 DECISIONS ON DISAGREEMENTS
A. Engineer will be the initial interpreter of the requirements of the Contract Documents and judge
of the acceptability of the Work thereunder. Claims, disputes and other matters relating to the
acceptability of the Work or the interpretation of the requirernents of the Contract Documents
pertaining to the execution and progress of the Work shall be referred initially to Engineer in
writing with a request for a formal decision in accordance with this paragraph, which Engineer
will render in writing within a reasonable time. Written Notice of each such claim, dispute and
other matter shall be delivered by the claimant to Engineer and the other party to the Agreement
within fifteen (15) days of the occurence of the event giving rise thereto, and written supporting
data will be submined to Engineer and the other party within forty-five (45) days of such
occrurenco unless Engineer allows an additional period of time to ascertain more accurate data.
In its capacity as interpreter and judge, Engineer will not show partiality to Ovmer or Contractor
and will not be liable in connection with any interpretation or decision rendered in good faith
and in accordance with professional standards in zuch capacity.
B. Norwithstanding Paragraph E of Part l0 of the Agpement, the rendering of a decision by
Engineer pursuant to paragraph 9.06A. with respect to any such claim, dispute or other matter
(except any which have been waived by the making or acceptance offinal payment as provided
in paragraph 14.11) or the determination by Engineer that it shall not render a decision with
respect tlereto, will be a condition precedent to any exercise by Owner or Contractor of such
rights or remedies as either may otherwise have under the Contract Documents or at law in
respect ofany such claim, dispute or other matler.
9.O7 LIMITATIONS ON ENGINEER'S AI\D OWNER'S RESPONSIBILITIES
Neither Engineer's nor Owner's authority to act under this Part 9 or elsewhere in the Contract
Documents, nor any decision made by Engineer or Owner in good faith either to exercise or nol
to exercise such authority, shall give rise to any duty or responsibility of Engineer or Owner to
Contractor, any Subcontractor, any manufacturer, fabricator, supplier, or distributor, or any of
their agents or employees or any other person performing any of the Work.
Whenever in the Contract Documents the terms "as ordered," *as directed," "as required," "as
allowed" or terms of like effect or import are used, or the adjectives "reasonable," "suitable,"
"acceptable," "propel' or "satisfacto4y'' or adjectives of like effect or import are used, to
describe tequirement, direction, review or judgrnent of Engineer as to the Work, it is intended
that such requirement, direction, review or judgnrent will be solely to evaluate the Work for
compliance with the Contract Documents (unless there is a specific statement indicating
otherwise). The use of any such term or adjective never indicates that Engineer shall have
authority to supervise or direct performance of the Work or authority to undertake responsibility
contrary to the provisions ofparagraphs 9.07C. or 9.07D.
Engineer will not be responsible for Cootractor's means, methods, techniques, sequences or
procedures of construction, or the safety precautions and programs incident thereto, and
Engineer will not be responsible for Contraclor's failure !o perform the Work in accordance
with the Contract Documents.
Neither Engineer nor Owner vrill be responsible for the acts or omissions ofConractor or ofany
Subcontractors, or of the agents or employees of any Contractor of Subcontractor, or of any
other persons at the site or otherwise performing any of the Work.
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PART 10- CHANGES IN THE WORK
rO.Ol OWNER MAY ORDER CHANGES
A, Without invalidating the Agreement, Owner may, at any time or from time to time, order
additions, deletions, or revisions in the Work; these will be authorized by Field Orders or
Change Orders. Upon receipt of a Field Order or Change Order, Contractor shall proceed with
the Work involved. All such Work shall be executed under the applicable conditions of the
Contract Documents. If any Change Order causes an increase or decrease in the Agreement
Price or an extension or shortening of the Contract Time, an equitable adjusbnent will be made
as provided in Part I I or Part 12 on the basis of a claim made by either pany.
B. The Engineer, by Field Order only, may authorize minor changes in the Work which do not
require an adjusUnent in the Agreement Price or the Contract Time, and which are consistent
with the overall intent of the Contract Documents. Only changes authorized by a Change Order
or Field Order shall be binding on the Owner. The Contractor shall perform changes authorized
by a Field Order in a timely fashion and as specified in the Field Order. I{ notwithstanding this
Paragraph 10.01 B., a Field Order causes unavoidable additional expense or unavoidable delay
in Contractor's prosecution of the Work, Contractor may make a claim therefor as provided in
Part I I or Part 12, respectively.
C. Additional Work performed without authorization of a Change Order will not entitle Contractor
to an increase in the Agreernent Price or an extension of the Contract Time, except in the case of
an emergency as provided in paragraph 6. I 2 .
D. If Notice of any change affecting the general scope of the Work or change in the Agreement
Price is required by the provisions of any Bond to be given to the Swety, it will be Contractor's
responsibility to so notiff the Surety, and the amount ofeach applicable Bond shall be adjusted
accordingly. Contractor shall fumish proof of such adjustment to Owner.
E. If Owner and Contractor are unable to agree to an adjustrnent in the Agreement Price or
Contract Time of a Change Order as provided in Parts I I and 12 herein, the Owner may issue
the Change Order without an adjustment and the parties may proceed to Dispute Resolution.
The Contractor shall promptly perform any such Change Order. Altematively, the Owner
reserves the right to perform the Work described in the Change Order directly or to hire other
contractor(s) to perform said Work. ln this case, the Contractor shall not be entitled to any
increase in the Agreement Price, nor to any additional cost or fees, nor to any extension of the
Contract Time, and the Contractor shall permit free access to the site by the Ov"ner or any other
conffactor engaged by Owner to perform said Work.
PART II - CIIANGE OFAGREEMENT PRICE
1I.01 AGREEMENT PRICE CHA}IGED ONLY BY CHANGE ORDER
The Agreement Price constitutes the total compensation (subject to authorized adjustrnents by
Change Order) payable to Contractor for performing lhe Work. All duties, responsibilities and
obligations assigned to or undertaken by Contractor shall be at its expense without change in the
Agreernent Price.
The Agreanent Price may only be changed by a Change Order signed and approved by
Contractor and Owner or by a Change Order issued pursuant to paragraph ll.01C. When a
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price for extra or changed Work by way of a Change Order has been issued under paragraph
ll.0lC, Contractor and Owner agree that the price set forth in the Change Order shall include
the cost of the extra or change, plus any direct, indirect, and impacted costs attributable to the
change or extra. ln the event that there is an immediate need for a Change Order involving a
change in the Agreement Price, a Cbange Order may be approved by the Owner's
Representative and the Engineer, subject to the following conditions: (l) the Owner's
Representative must obtain and document the oral approval of one member of the Owner's
Board of Directors to the Change Order; (2) the Contractor must approve the Change Order; and
(3) the amount of the aggregate value of any Change Orders issued under this immediate need
may not exceed, within any 30 day period, $200,000 or five percent (5%) of the Agreement
Price, whichever is less.
C. I.he Owner, through the Engineer, may request changes to the Agreement for additional worft or
in response to claims by Contractor. All Change Order pricing and time extension analysis shall
be in accordance with the following:
l. The Engineer shall submit to the Contractor a "Request for Proposal" outlining the scope
ofwork contemplated for said construction changes.
2. The Contractor shall submit within fourteen (14) days of receipt of a "Request for
Proposal" a complete cost and fee and time extension analysis for the proposed change
which shall include
a. Detailed itemization of materials and labor estimated for said workl
b. Detailed itemization from all Subcontractors for their respective labor and materials
for said work;
c, Copies of quotations from suppliers substantiating all materials and equipment costs;
d. Itemization ofoverhead and fees in accordance with Paragraph I 1.03A;
e. Any request for Contract Time extension with atl substantiating rationale therefor.
Contractor shall be entitled to submit a claim for additional compensation for changes ordered
by Owner through a Change Order, if such Change Order does not contain an agreed-upon
adjustrnent, and for changes ordered by Engineer through a Field Order, subject to the
provisions of the Contract Documents. If the Contractor believes extra compensation is due It
for Work or materials not clearly covered in the Contract Documents, or not ordered in writing
by the Orner or Engineer, it must, orior to beeinnine the Work on which it bases the claim,
submit in writing to the Engineer and the Owner its intention to make a claim for such extra
compensation and must afford the Engineer every facility for keeping track of the actual cost of
the Work Failure on the part of the Contractor to give such notification or to afford the
Engineer proper facilities for keeping strict account ofactual cost shall constitute a waiver of the
claim for such extra compensation. The filing of such notice by Contractor and the keeping
account ofcosts by the Engineer shall not in any way be construed to provide the validity of the
claim. When such Work has been completed, the Contraclor shall within frfteen (15) days file
its claim for extra compensation with tle Engineer, including an itemization of all items for
which extra competrsation is requested and documentation reasonably satisfactory to Owner.
Engineer shall present the claim to Owner with Engineer's recommendations.
The value of any Work covered by a Change Order or of any claim for an increase or decrease
in the Agreernent Price shall be determined in one of the following ways:
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1. On the basis of the estimated Cost of the Work (determined as provided in paragraphs
ll.01c.) plus a Contractor's Fee for overhead and prolit (determined as provided in
paragraph I 1.03A.);
2. By mutual acceptance of a lump sum.
11.02 COST OFTHEWORK
A. The term "Cost of the WorlC' means the sum of all costs necessarily incurred and paid by
Contractor in the proper performance of the Work. Except as otherwise may be agreed to in
writing by Owner, such costs shall be in amounts no higher than those prevailing in the locality
of ttre Project, and shall include only the following items, and shall not include any of the costs
itemized in paragraph I 1.02B. Whenever the cost of any work is to be determined pursuant to
paragraphs ll.02A. and 11.028., Contsactor will submit in form acceptable to Engineer an
itemized cost breakdown together with supporting data:
l. Payroll costs for employees in the direct employ of Contractor in the performance of the
Work under schedules of job classifications agreed upon by Owner and Contractor.
Payroll cost for employees not employed full time on the Work shall be apportioned on the
basis of tlreir time spent on the Work Payroll costs shall include, but not be limiled to,
salaries and wages plus the cost of fringe benefits, which shall include social security
contributions, unemployment, excise and payroll taxes, and workers' or workmen's
compensation.
Such employees shall include superintendents and foremen at the site. The expenses of
performing Work after regular working hours, on Sunday or legal holidays, shall be
included in the above to the extent authorized by Owner.
2. Cost of all materials and equipment fumished and incorporated in the Work, including
costs of transportation and storage thereof, and manufacturers' field services required in
connection therewith. All cash discounts shall accrue to Contractor unless Owner deposits
funds with Contractor with which to make payments, in which case the cash discouts shall
accrue lo Owner. All trade discounts, rebates and refunds, and all retums from sale of
surplus materials and equipment shall accrue to Owner, and Contractor shall make
provisions so that they may be obtained'
3. Payments made by Contractor to the Subcontractors for Work performed by
Subcontractors. If required by Owner, Contractor shall obtain competitive bids from
Subcontractors acceptable to Contractor and shall deliver such bids to Owner who will
then determine, with the advice of Engineer, which bids will be accepted. If a subcontract
provides that the Subcontractor is to be paid on the basis of Cost of the Work Plus a Fee,
the Subcontractor's Cost of the Work shall be determined in the same mannet as
Contractor's Cost of the Work. All Subcontractors shall be subject to the other provisions
of the Contract Documents insofar as applicable.
4. Costs of special consultants (including, but not limited to, engineers, architects, testing
laboratories, surveyors, lawyers and accountants) employed or services specifically related
to the Work.
5. Supplemental costs include the following:
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Cost, including transportation and maintenance, of all materials, supplies, equipment,
machinery, appliances, and hand tools not owned by the workmen, which are
consumed in the performance of the Work, and cost less market value of such items
used but not consumed which remain the property of Contractor.
Rentals of all constuction equipment and machinery and the parts thereof, whether
rented Aom Contractor or others in accordance with rental agreements approved by
Owner with the advice of Engineer, and tbe costs of transportation, loading'
unloading, installation, dismantling and removal thereof - all in accordance with
temrs of said rental agreements. The rental of any such equipment, rnachinery or
parts shall cease when the use thereof is no longer necessary for the Work'
Any sales, use or similar taxes related to the Wodg and for which Contractor is liable,
imposed by any govemmental authority.
Deposits lost for causes other than Contractor's negligence, royalty payments and
fees for permits and licenses.
Losses and damages (and related expenses), not compensated by insurance or
otherwise, to the Work or otherwise sustained by Contractor or in connection with the
execution of the Work, provided they have resulted from causes other than the
negligence of Contractor, any Subcontractor, or anyone directly or indirectly
employed by any of them or for whose acts any ofthem may be liable. Such losses
shall include settlements made with the written consent and approval of Owner' No
such losses, damages and expenses shall be included in the Cost of the Work for the
purpose of determining Contractor's Fee. If, however, any such loss or damage
requires reconstruction and Contractor is placed in charge thereof,, Contractor shall be
paid for services a fee proportionate to that stated in paragraph I l-03A.
Cost of premiums for additional Bonds and insurance required because of changes in
the Work.
C. The proportion of necessary transportation, travel and subsistence expenses of
Contractor's employees incuned in discharge of duties cormected with the Work'
h. The cost ofutilities, fuel and sanitary facilities at the site.
i. Minor expenses such as telegrams, long distance telephone calls, telephone service at
the site and similar petty cash items in cormection with the Work.
B. The term Cost of the Work shall not include any of ihe following:
I Payroll costs and other compensation of Confiactor's offtcers, executives, principals (of
partnerships and sole proprietorships), general managers, engineers, architects, estimators,
lawyers, auditors, accounlants, purchasing and contracting agents, expediters, timekeepers,
clerks and other personnel employed by Contractor whether at the site or in its principal or
a branch offce for general administration of the Work and not specifically included in lhe
agreed upon schedule ofjob classifications referred to in subparagraph I t.02l\.1. - all of
which are to be considered administrative costs covered by the Contractor's Fee'
2. Expenses of Contractor's principal and branch offrces other than Confactor's oflice at the
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3. Any part of Contractor's capital expenses, including interest on Contractor's capital
ernployed for the Work and charges against Contractor for delinquent payments.
4. Cost ofpremiums for all Bonds and for all insurance whether or not Contractor is required
by the Contract Documents to purchase and maintain the same (except for additional
Bonds and insurance required because of changes in the Work).
5. Costs due to the negligence of Contractor, any Subcontractor, or anyone directly or
indirectly ernployed by any of them or for whose acts any of thern may be liable, including
but not limited to, the correction of Defective Worlq disposal of materials or equipment
wrongly supplied and making good any damage to property.
6. Other overhead or general expense costs of any kind and the costs of any item not
specifically and expressly included in paragraph I 1.02A.
II.O3 CONTRACTOR'S FEE
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PART 12 -
12.01
A. The Contractor's Fee allowed to Contractor for overhead and profit shall be determined as
follows:
l. A fee based on the following percentages of the various portions ofthe Cost ofthe Work:
a. For costs incurred under paragraphs I I .02A.1. and I 1.02A.2., the Contractor's Fee
shall be ten percent (10%); and
b. For costs incurred under paragraph 11.02A.3., the Contactor's Fee shall be five
percent (5%); and if a subcontract is on the basis of Cost of the Work Plus a Fee, the
maximum allowable to the Subcontractor as a fee for overhead and profit shall be ten
percent (10%) as set forth in Paragraph I1.03A.1.a.; and
c. No fee shall be payable on the basis of costs itemized under paragraphs 11.02A.4.,
I1.02A.5., and I1.028.
B. The amount of credit to be allowed by Contractor to Owner for any such change which results in
a net decrease in cost will be the amount of the actual net decrease. When both additions and
credits are involved in any one change, the combined fee shall be figured on the basis of the net
increase, ifany.
ADJUSTMENT OFTHE UNIT PRICE
Where the quanlity of Work with respect to any item that is covered by a unit price differs materially
and sigrificantly from the quantity of such Work indicated in the Contract Documents, an appropriate
Change Order shall be issued on recommendation of Engineer to adjust the unit price.
CONTRACT TIME AI{D CHAI\GES
DETERMINATION AND EXTENSION OFCONTRACT TIME
The Contractor shall perform fully, entirely, and in a satisfactory and acceptable manner the Work
contracted within the number of calendar days stipulated in the Agreement. Time will be assessed
against the Contractor in accordance with the Notice to Proceed. If the Contractor does not begin the
Work within the limit designated in the Notice to Proceed, the calendar days shall start on the first
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PART 13 -
13.01
calendar day after the last permissible starting date as set forth in the Notice to Proceed. lf the
satisfactory execution and completion of the Work shall require Work or materials in greater amounts
or quantities than those set forth in the Contract Documents, then the Contract Time may be increased
as negotiated between Confractor and Engineer and accepted by Owner as set forth in a Change
Order. No allowances will be made for delays or suspensions of the prosecution of the Work due to
the fault of the Contractor.
12.02 CONTRACT TIME CIIANGED ONLYBY CIIANGE ORDER
A. The Contract Time may be changed only by a Change Order. If Contractor desires to make a
claim for an extension in the Contract Tine, it shall give immediate verbal notification to
Engineer followed by written notice delivered to Owner and Engineer within five (5) days of the
occurence of the event giving rise to the Claim. Notice of the extent of the claim with
supporting daa shall be delivered within fifteen (15) days of such occurrence, unless Engineer
allows an additional period of time to ascertain more accurate data. All claims for adjustnent in
the Contract Time shall be determined by Engineer if Owner and Contractor cannot otherwise
agree. Any change in the Contract Time resulting from any such claim shall be incorporated in
a Change Order. tn the event that there is an immediate need for a Change Order involving a
change in the Contract Time, a Change Order may be approved by the Owner's Representative
and the Engineer, zubject to the following conditions: (1) the Owner's Representative must
obtain and document the oral approval ofone member of the Owner's Board of Directors to the
Change Order; (2) the Contractor must approve the Change Order; and (3) the aggregate amount
of the time extensions of any Change Orders issued under this paragraph 12.024.2 may not
exceed, within any thirty (30) day period, ten ( l0) days.
B. Where, due to delays beyond the control of Contractor which cause unavoidable delay to the
Contractor's prosecution of the Work, Contractor is prevented from completing any part of the
Work within the Contract Time or within scheduled milestones, Contractor shall be entitled to
request an extension of time equal to the time unavoidably lost if Contractor makes a claim
therefor as provided in paragraph 12.01 . Such delays may be caused by acts or omissions of the
Owner or others performing Work as contemplated by Part 7 , or to fires, floods, labor disputes,
epidemics, acts of God, or to abnormally inclement weather condilions. Weather conditions
shall only be considered abnormally inclement if there was greater than normal inclement
weather considering the term of the contract and the latest ten-year average of accumulated
record mean values from data compiled by the U.S. Department of Commerce National Oceanic
and Atrnospheric Administration for the locale of the Work.
C. All the time limits stated in the Contract Documents are of the essence of the Agreement. The
provisions of this Part 12 shall not exclude recovery firr darnages (including compensation for
additional professional services) for delay by either party.
WARRANTY AND GUARANTEE: TESTS AND INSPECTIONS;
CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK
WARRANTY AND GUARAI\TEE
Contractor warrants and guarantees to Owner and Engineer that, without exception, all Work will be
in accordance with the Contract Documents and will not be Defective. Four (4) copies of all
manufacturer's guaranties or certificates that are required by the Contract Documents shall be
submitted to Owner through Engineer prior to acceptance of the Work. No exceptions to Confact
Documents and guarantee or warranty requirements are permitted. Prompt notice of all defects shall
be given to Contractor. All Defective Work, whether or not in place, may be rejected, corrected or
accepted as provided in this Part 13.
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13.02 ACCESS TO WORK
Engingsl and Engineer's representatives, other representatives of Ovmer, testing agencies and
govemmental agencies with jurisdictional interests will have access to the Work at reasonable times
for their observation, inspection and testing. Contractor shall provide proper and safe conditions for
such access.
13.03 TESTS AND INSPECTIONS
Contractor shall give Engineer timely Notice of Readiness of the Work for all required
inspections, tests or approvals.
If any law, ordinance, rule, regulation, code, or order of any public body having jurisdiction
requires any Work (or part thcreof) specifically to be inspected, tested or approved, Contractor
shall assume full responsibility therefor, pay all costs in connection therewith and fumish
Engineer the required certificates of inspection, testing or approval. Contractor shall also be
responsible for and shall pay all costs in connection with Owner's or Engineer's acceptance ofa
manufacturer, fabricator, supplier or distributor of materials or equipment proposed to be
incorporated in the Work, or of materials or equipment submitted for approval prior to
Contractor's purchase thereof for incorporation in the Work. The cost of all other inspections,
tests and approvals requircd by the Contract Documents shall be paid by Owner (unless
otherwise specified), except that the cost of re-testing of materials and equipment as a direct
result ofa failure to pass a specified test shall be paid by Contractor.
All inspections, tests or approvals other than those required by law, ordinance, nrle, regulation,
code or order of any public body having jurisdiction shall be performed by organizations
acceplable to Owner and Contractor (or by Engineer, if so specified).
Ifany Work that is to be inspected, tested or approved is covered without written concurrence of
Engineer, it must, if requested by Engineer, be uncovered for observation. Such uncovering
shall be at Contractor's expense unless Contractor has given Engineer timely Notice of
Contractor's intention to cover such Work and Engineer has not acted with reasonable
promptness in response to such notice.
Neither observations by Engineer or inspections, tests or approvals by others shall relieve
Conlractor from its obligations to perform the Work in accordance with the Contract
Documents.
F. Any Work outside the normal five (5) day, forty (40) hour week may require that the Resident
Project Representative be on the job. All inspection so required shall be done at the
Conractor's expense at Resident Project Representative's current billable rates and the cost
thereof shall be deducted from any funds due Contractor. The Contractor shall noti$ the
Engineer at least 48 hours in advance of starting any such overtime Work.
13.04 T]NCOVERING WORK
A. Pursuant to Section 13.03D hereof, if any Work is covered contrary to the written request of
Engineer, it must, if requested by Engineer, be uncovered for Engineer's observation and
replaced at Contractor's expense.
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B. If Engineer considers it necessary or advisable that covered Work be observed by Engineer or
inspected or tested by others, Engineer shall issue a Field Order so directing and Contractor
shall thereupon uncover, expose or otherwise make available for observation, inspection or
testing as Engineer may require, that portion of the Work in question, furnishing all necessary
labor, material and equipment If it is found that such Work is Defective, Contractor shall bear
all the expenses of such uncovering, exposure, observation, inspection and testing and of
satisfactory conection or reconstruction of the Defective work, including, for all of the
foregoing tasks, compensation for additional professional services. Contractor shall not request
payment for, nor shall Contractor be entitled to, compensation for such expenses. If the Work is
found not to be Defective, Conractor shall be allowed an increase in the Agreernent Price or an
extension of the Contract Time, or both, for any expense or delay directly arnibutable to such
uncovering, exposure, observation, inspection, testing and reconstruction, provided that
Contractor submits a verified claim as provided in Parts ll and 12 within twenty (20) days of
performing any such tasks.
13.05 OW\ER MAY STOPTHE WORK
If the Work is Defective, or Contractor fails to supply sufficient skilled workmen or suitable materials
or equipment, or fails to furnish or perform the Work in such a way that the completed work will
conforrn to the Contract Documents, Owner may order Contractor to stop the Work, or any portion
thereof, until the cause for such order has been eliminated; however, this right of Owner to stop the
Work shall not give rise to any duty on the part of Owner to exercise this right for the benefit of
Contractor or any other party.
13.06 CORRECTION OR REMOVAL OF DEFECTIVE AI\ID UNAUTTIORIZED
WORK
If required by Engineer, Contractor shall promptly, without cost to Owner and as specified by
Engineer, either correct any Defective Work, whether or not fabricated, installed or completed; or, if
the Work has been rejected by Engineer, remove it from the sile and replace it with non-Defective
Work. Work done without lines and grades having been given, Work done beyond the lines and
grades shown on the Plans, or as given, except as herein provided, Work done without proper
inspection, or any extra or unclassified Work done without written authority and prior agreement in
writing as to prices, will be done at the Contractor's risk and will be considered unauthorized and, at
the option of the Engineer, may not be measured and paid for, and may be ordered removed and
replaced at the Contractor's expense.
13.07 TWO-YEAR CORRECTION PERIOD
If within two (2) years after the date of final payment or such longer period of time as may be
prescribed by law, or by the terms of any applicable special guarantee requied by the Contract
Documents, or by any specific provision of the Contract Documents (unless establishment ofa shorter
correction period is made by Addendum), any Work is found to be Defective, Contmctor sball
promptly, without cost to Owner and in accordance with Owner's written instructions within seven (7)
days after Owner's issuance of written instruclions, correct the Defective Work at Contractor's cost.
If Contractor does not promptly comply with the terms of such instructions, or in an emergency where
delay would cause serious risk of loss or damage, Owner may have the Defective Work corrected or
the rejected Work removed and replaced, and all direct and indirect costs of such removal and
replacement, including compensation for additional professional services, shall be paid by Contractor.
Contractor shall also pay for any damage done to other work, other property or persons which
occurred as a result of tbe Defective Work within the correction period.
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13.08 ACCEPTAIICE OF DEFECTIVE WORK
If, instead of requiring correction or removal and replacement of Defective Work, Owner prefers to
accept it, Owner may do so. In such case, if acceptance occurs prior to Engineer's recommendation
of final payment, a Change Order shall be issued incorporating the necessary revisions in the Contract
Documents, including appropriate reduction in the Agreemant Price; or, if the acceptance occurs after
such recommendation, an appropriate amount shall be paid by Contractor to Owner.
13.09 OWNER MAY CORRECT DEFECTTVE WORK
If Contractor fails within a reasonable time after written Notice of Engineer to proceed to correct and
to correct Defective Work or to remove and replace rcjected Work as required by Engineer in
accordance with paragraph 13.06 or in accordance with paragraph 13.07, or if Contractor fails to
perform the Work in accordance with the Conract Documents (including any requirements of the
progress schedule), Owner man after seven (7) days' written notice to Contractor, correct and renedy
any such deficiency. tn exercising its rights under this paragraph, Owner shall proceed expeditiously.
To the extent necessary to complete corrective and remedial action, Owner may exclude Contractor
from all or part of the site, take possession of all or part of the Work, and suspend Contractor's
services related thereto, take possession of Contractor's tools, appliances, construction equipment and
machinery at the site, and incorporate in the Work all materials and equipment stored at the site or for
which Owner has paid Contractor but which are stored elsewhere. Contractor shall allow Owner,
Owner's Representatives, agents and employees such access to the site as may be necessary to enable
Owner to exercise its rights under this paragrapb. All direct and indirect costs of Owner in exercising
such rights shall be charged against Contractor in an amount verified by Engineer, and a Change
Order shall be issued incorporating the necessary revisions in the Contract Documents and a
reduction in the Agreement Price. Such direct and indirect costs shall include, in particular but
without limitation, compensation for additional professional services required and all costs of repair
and replaoement of work of others destroyed or damaged by correction, removal or replacement of
Contractor's DeGctive Work. Contractor shall not be allowed an extension of the Contract Time
because of any delay in performance of the Work attributable to lhe exercis€ by Owner of Owner's
rights hereunder.
PART 14 - CONSTRUCTION SCHEDULE, SCHEDULE OF VALUES, PAYMENTS TO
CONTRACTORS AND COMPLETION
14.01 SCHEDULES
A. Within ten (10) days after issuance of tbe Notice to Proceed and at least ten days prior to
submitting the first application for a progress payment, the Contractor shall prepare and submit
to Owner the progress schedule lising all Work tasks required, duration of tasks, sequence of
Work, and sigrrificant milestone events; a schedule for Shop Drawing submission; and a
schedule of values. These schedules shall be salisfactory in form and substance to th€ Owner
and 0re Engineer, and shall employ the CPM or PERT method if so directed in the
Supplementary Conditions. The progress schedule shall be an accurate reflection of the Work to
be performed by Contractor. The progress schedule shall be subject to the review and
concurrence of Owner, but Owner's concwrence shall not constitute any guarantee or warranty
by Owner that the Work can be performed as scheduled. Notwithstanding Owner's review and
concunence of the progress schedule, Contractor shall be paid only according to its completion
of the schedule of values, as set forth herein, and not according to the progress schedule. The
Contractor shall revise the progress schedule if so requested by Owner.
B. The schedule of values shall indicate quantities and unit prices aggregating the Agreement Price,
and shall subdivide the Work into component parts in sulficient detail to serve as the basis for
progress payments during construction. Upon acceptance of the schedule of values by Engineer
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and Owner, the schedule shall be incorporated into the form for Application for Partial Payment
and such form shall be subject to Engineer's and Owner's reasonable approval. The Contractor
shall revise the schedule of values if requested by Owner. The Contractor may include on its
Application for Partial Paymen! payment for materials stored at the construction site, provided
that title to such materials will pass to the Owner at the time of payment free and clear of all
claims, security interests and encumbrances.
14.02 APPLICATION FOR PROGRESS PAYMENTS
A. At least ten (10) days before each progress payment falls due (but not more often than once a
month), Contractor shall submit to Engineer for review an Application for Partial Payment
completed and signed by Confiactor covering the Work completed as of the date of the
Application and accompanied by such supporting documentation as is required by the Contract
Documents, and also as Engineer may reasonably require. Each subsequent Application for
Partial Payment shall include an affidavit of Contractor stating that all previous progress
payments received on account of the Work have been applied to discharge in full all of
Confactor's obligations reflected in prior Applicalions for Partial Payment. The amount of
retainage with respect to progress payments will be as stipulated in the Agreemeflt.
B. The determination of quantities of Work acceptably completed under the terms of the Contract
Documents will be made by the Engineer and based on measurements taken by it or its
assistants. These measurements will be taken according to the United States standard measure.
All surface and linear measurements will be taken horizontally unless otherwise shown on Plans
or specified. Structures shall be measured as shown on the Plans. When base course, topsoil,
surface course, or any materials are measured by the cubic yard in the vehicle, such
measurement shall be taken at the point of delivery. The capacity of all vehicles shall be plainly
marked on said vehicle, and the capacity or marking shall not be changed without permission of
the Engineer. The Engineer may require all vehicles to have uniform capacity.
C. tgo progress payment, excepl final payment, will be made for a sum of less than $1,000.00. The
estimates will be approximate only, and all partial or monthly estimates and payments shall be
subject to correction in the estimate rendered firllowing discovery of an error in any previotts
estimates. Should any Defective Work or material be discovered, or should a reasonable doubt
arise as to the integrity of any part of the Work completed previous to the final payment, there
will be deducted from the first estimate rendered after the discovery of such Work, an amount
equal in value to the Defective or questioned Work, and this Work will not be included in a
subsequent estimate until the defects have been remedied or the causes for doubt removed.
14.03 CONTRACTOR'S WARRAI{TY OF TITLE
Contractor wanants and guarantees that title to all Work, materials and equipment covered by any
Application for Payment, whether incorporated in the Project or not, will pass to Owner at the time of
payment free and clear of all claims, security interests and encumbrances (hereafter in these General
Conditions referred to as "Claims1.
14.04 REVIEW OF APPLICATIONS FOR PROGRESS PAYMENT
A. Engineer will, within ten (10) days after receipt of each Application for Partial Payment, either
indicate in writing a recommendation of payment and present the Application to Owner, or
rehtm the Application to Contractor indicating in writing Engineer's reasons for refusing to
recommend payment. In the latter case, Contractor may make the necessary corrections and
resubmit the Application. The Owner shall pay Contractor within forty-five (45) days of
Owner's approval ofthe Application for Partial Pa1'rnent.
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Engineer's recommendation of any paynent requested 1o a1 Ap,plication for Partial Paynent
will constitute a representation by Eneineer to Owner, based on Engineer's on-site observations
of the Work in progress as an experienced and qualified desip professional and on Engineer's
review of the Application for Partial Pa),ment and the accompanying data and schedules, that the
Work has progressed to the point indicated, and that, to the best of Engineer's knowledge,
information, and belief, the quality of the Work is in accordance with the Contract Documents
(subject to an evaluation of the Work as a functioning Project upon Substantial Completion, to
the results of any subsequent tests called for in the Contact Documents and any qualifications
stated in the recommendation). However, by recommending any zuch payrnent, Engineer will
not thereby be deemed to have represented that exhaustive or continuous on-site inspections
have been made to check the quality or the quantity of the Worlq or that the means, methods,
techniques, sequences, and procedures of construction have been reviewed or that any
examination has been made to ascertain how or for what purpose Contractor has used the
moneys paid or to be paid lo Contractor on account of the Agreement Price, or that title to any
Work, materials or equipment has passed to Owner free and clear of any Claims.
Engineer may refiue to recommend, and the Owner may refuse to pay, the whole or any part of
any payment if, in their opinion, it would be incorrect to make such payment. They may also
refuse to recommend to make any such payrnent, or because of subsequently discovered
evidence or the results of subsequent inspections or tests, nulli$ any such payment previously
recommended, to such extent as may be necessary in Engineer's or Owner's opinion to protect
Owner from loss because:
1. The Work is Defective, or completed Work has been damaged requiring correction or
replacement;
2. Written Claims have been rnade against Ovmer or Claims have been filed in connection
with the Work;
3. The Agreement Price has been reduced because ofModifications;
4. Owner has been required to correct Defective work or complete the Work in accordance
with paragraph 13.09;
5. Of Contractor's unsatisfactory prosecution of the Work in accordance with the Contract
Documents: or
6. Of Con8actor's failure to make payment to Subcontractors for labor, materials or
equipment.
D. ar,y time Engineer recommends the Owner pay any payment requested in an Application for
Partial Payment, Engineer shall also confirm that all Worh material and equipment covered by
such Application for Payment will be adequately insured after title to the same passes to the
Owner pursuant to paragraph 14.03.
14.05 SUBSTANTIAL COMPLETION
When Contractor considers the entire Work ready for its intended use, Contractor shall, in writing to
Owner and Engineer, certiff that the entire Work is substantially complete and request that Engineer
issue a Ceflificate of Substantial Completion. Within a reasonable time thereafter, Owner,
Contractor, and Engineer shall make an inspection of the Work to determine the status of completion,
If Engineer does not consider the Work substantially complete, Engineer will notifo Contractor in
\ilriting giving its reasons therefor. If Engineer considers the Work substantially complete, Engineer
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will prepare and deliver to Owner a Certificate of Substantial Completion. There shall be attached to
tlre Certificate a punchlist of items to be completed or conected before Project completion and final
payment.
14.06 PARTIALUTILIZATION
A. Use by Owner of completed portions of the Work may be accomplished prior to Substantial
Completion of all the Work zubject to the following:
1. Owner at any time may request Contractor in writing to permit Owner to use any part of
the Work which Owner believes to be substantially complete, and which may be so used
without significant interference with construction of the other parts of the Work If
Contractor agrees, Contractor rvill certiS to Owner and Engineer that said part of the
Work is substantially complete. Within a reasonable time thereafter, Owner, Contractor
and Engineer shall make an inspection of that part of the Work to determine its status of
completion. Prior to Owner's use, Eogineer will deliver to Ov"ner and Contractor a written
recommendation as to the division of responsibilities pending final payment betweeo
Owner and Contractor with respect to security, operation, safety, maintenance, utilities,
insurance and correction periods for that part of the Work which is binding upon Owner
and Contractor as to that part of the Worlc, unless Owner and Contractor shall have
otherwise agreed in writing or shall object to the Engineer in writing within fifteen (15)
days of receiving Engineer's recommendations. Owner sball have the right to exclude
Contractor from any part of the Work which Owner uses, but Owner shall allow Contractor
reasonable access to complete or correct items on the tentative list.
2. In lieu of the provisions of paragraph 14.06A.1., Owner may take over operation of a
facility constituting part of the Work whether or not it is substantially complete, if such
facility is functionally and separately useable; provided that prior to any such takeover,
Owner and Contractor have agreed as to the division of responsibilities between Owner
and Contractor for security, operation, safety, maintenance, correction period, heat, utilities
and insurance with respect to such facility.
3. No occupancy of part of the Work or taking over of operations of a facility will be
accomplished prior to acknowledgment from the insurers providing the property insurance
on the Work that notice of such occupancy has been received and that said insurers, in
writing, have effected the changes in coverage necessitated thereby. The insurers
providing the property insurance shall consent to such use or occupancy by endorsement
on the policy or policies, but the property insurance shall not be canceled or lapse on
account ofany such partial use or occupancy.
14.07 FINAL INSPECTTON
Upon written notice from Contractor that the Work is complete and that all items on the punch list
have been completed, Engineer will make a final inspection with Owner and Contractor and will
noti$/ Contractor in writing of all particulars in which this inspection reveals that the Work is
incomplete or Defective. Conlractor shall immediately take such measures as are necessary to
remedy such deficiencies.
14.08 FINAL APPLICATION FOR PAYMENT
After Contractor has cornpleted all such corrections to the satisfaction of Engineer and delivered all
mainlenance and operating instructions, schedules, guarantees, Bonds, certificates of inspection,
marked-up record documents and other documents - all as required by the Contract Documents; and
afler Engineer has indicated that the Work is acceptable (subject to the provisions of paragraph
l4.ll), Contractor may make application for final payment following the procedure for progress
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payments. The final Application for Payment shall be accompanied by all documentation called for
in the Contract Documents and such other dala and schedules as Engineer may reasonably require,
including, at Owner's option, complete and legally effective releases or waivers (satisfactory to
Owner) of all Claims arising out of or filed in connection with the Work. In lieu thereof and as
approved by Owner, Contractor may fumish receipts or releases in full; an affidavit of Contractor that
the releases and receipts include all labor, services, material and equipment for which a Claim could
be filed, and that all payrolls, material and equipment bills, and other indebtedness connected with the
Work for which Owner or its property might in any way be responsible, have been paid or otherwise
satisfied; and consent of the Surety, if any, to final payment. If any Subcontractor, manufacturer,
fabricator, supplier or distributor fails to furnish a release or receipt in full, Contractor may furnish a
Bond or other collateral satisfactory to Owner lo hdemnify Owner against any Clairn.
14.09 FINAL PAYMENT AIID ACCEPIAIICD
A. If, on the basis of Engineer's observation of the Work during construction and final inspection and
Engineer's review of the final Application for Payment and accompanying documentation - all as
required by the Contract Documents, Engineer is satisfied that the Work has been completed and
Contractor has fulfilled all of its obligations under the Contract Documents, Engineer will, within ten
(10) days after receip of the final Application for Payment, indicate in writing its recommendation of
payment and present the Application to Owner for payment. Thereupon Engineer will give writlen
notice to Owner and Contractor that the Work is acceptable subject to the provisions of paragraph
l4.ll (such written notice hereinafter refened to as a Notice of Acceptability). Otherwise, Engineer
will return the Application to Contractor, indicating in writing the reasons for refusing to recommend
final payment; in which case, Contractor shall make the necessary corrections and resubmit the
Application. If the Application and accompanying documentation are appropriate as to fomr and
substance, and acceptable to Owner, Owner shall, within thirty (30) days thereo{, cause publication to
commence of Notice of Final Settlement, in accordance with stafutory requirements applicable to
Owner. In the event no claims are made against Contractor in response to said publication, Owner
shall pay Contractor the amount of frnal payment recommended by the Engineer in accordance with
the Notice of Final Settternent. In the event any claim is made against Contractor, Owner may
withhold up to twice the amount of any asserted claim against Contractor until sajd claim has been
resolved, togelher with other amounts permitted by the Agreement and Part 18 hereof; however,
Owner shall pay Contractor the balance ofthe final payment net of the withheld amount.
B. If, through no fault of Contractor, final completion of the Work is significantly delayed, and if
Engineer so confirms, Owner shall, upon receipt of Contractor's final Application for Payment
and recommendation of Engineer and without terminating the Agreement, make payment of the
balance due for that portion of the Work fully completed and accepted. If the rernaining balance
to be held by Owner for Work not fully completed or corrected is less than the retainage
stipulated in the Agreement, and if Bonds have been fi.rmished, the written consent of the Surety
to the payment of the balance due for that portion of the Work fully completed and accepted
shall be submitted by Contractor to Engineer with the Application for such payment. Payment
shall be made under the terms and conditions governing final payment, except that it shall not
constitute a waiver of claims.
14.10 CONTRACTOR'S CONTINUING OBLIGATION
A. The Contract Documents will be considered complete when all Work has been finished, the final
inspection made and the Work finally accepted by the Engineer, all claims for payment of labor,
maierials, or services of any kind used in connection with the Work have been settled by the
Contractor or its Surety, and final payment has been made by Owner. The Surety Bond
executed for performance of the Contract Documents shall be in full effect for a period equal to
the warranty correction period following the &te of final payment.
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B. Notwitbstanding the provision of paragraph 14.10A., Contractor's obligation to perfonn and
complete the Work in accordance with the Contract Documents shall be absolute. Neither
recommendation of any progress or final payment by Engineer, nor the issuance ofa Certificate
of Substantial Completion, nor any payment by Owner to Contractor under the Contract
Documents, nor any use or occupancy of the Work or any part thereof by Owner, nor any act of
acceptance by Owner nor any failure to do so, nor the issuance ofa Notice of Acceptability by
Engineer pursuant to paragraph 14.09A., nor any correction of Defective Work by Owner, shall
constitute an acceptance of Work not in accordance with the Contract Documents ol a release of
Contractor's obligation to perform the Work in accordance with the Contract Documents.
14.II WAIVEROFCLAIMS
The making and acceptance offinal payment shall constitute:
A waiver of all claims by Owner against Contractor, except claims arising from unsettled claims,
from Defective Work appearing from final inspection pursuant to paragraph 14.07, or from
failure to cornply with the Contract Documents or the terms of any guarantee or warranty
specified therein; however, it shall not constitute a waiver by Owner of any rigbts in respect of
Contractor's continuing obligations under the Contract Documents; and
A waiver of all claims by Contractor against Owner other than those previously made in writing
and identified by the Confactor as unsettled at the time of the Final Application for Payment.
PART 15 - SUSPENSION OF WORK AND TERMINATION
15.01 ENGINEEROROWNERMAY SUSPENDWORK
A. .fhe Engineer, in consultation with Owner when time permits, shall have the authority to
immediately suspend the Work wholly or in part because of unfavorable weather or other
essential conditions, or because of the failure on the part ofthe Contractor properly to prosecute
the Work in accordance with the Contract Documents, to carry out orders or to remove
Defective material or Work. The Conbactor shall not suspend the Work without written
authority from Owner or Engineer. Prior to resuming Work, ConFactor shall give the Engineer
adequale notice to afford opportunity to reestablish observation and inspection of Work being
performed.
B. In the event Contractor is ordered by the Engineer, in writing, to suspend Work for some
unforeseen cause not provided for in the Specifications, and over which the Contractor has no
control, the Conlractor may be reimbursed for actual money expended on the job during the
period of suspension. No allowance will be made for anticipated profits. The period of
suspension shall be computed from the date set out in the written order for Work to cease until
the date of the order for Work to resume. Claims for such compansation shall be filed with the
Engineer within ten (10) days after date of the order lo resume Work, or such claims will not be
considered. The Contractor shall submit with its claims, substantiating documents covering the
enlire amount shown on the claim. After receiving relevant information from the Engineer, the
Owner shall take the claim under consideration, and may make such investigations as are
deemed necessary, and shall be the sole judge as to whether such claim is equitable and such
decision shall be final. No provision of this Article shall be construed as entitling the Contractor
to compensation for delays due to inclement weather, delays due to failure of surety, for
suspensions made at the request of the Contractor, or for any other delay provided for in the
Specifications.
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C. Owner may, at any time suspend the Work or any portion thereof without cause for a period of
not more than ninety (90) days by notice in writing to Contractor and Engineer which shall fix
the date on which Work shall be resumed. Contractor shall resume the Work on the date so
fixed. Contractor will be allowed an increase in the Agreement Price or an extension of the
Conbact Time, or both, directly attributable to any suspension if it makes a claim therefor as
provided in Parts I I and 12.
15.02 OWI{ER MAY TERJVIINATB
A. Upon the occurrence of any one or more of the following events, Owner may terminate the
Agreement if;
1. Contactor is adjudged bankrupt or insolvent,
2. Conhactor makes a general assignment for the benefit ofcreditors,
3. A trustee or receiver is appointed for Contractor or for any ofContractor's property,
4. Contractor files a petition to take advantage ofany debtor's act, or to reorganize under the
bankruPtcY or similar laws,
5. Contractor repeatedly fails to supply sulficient skilled workmen or suitable rnaterials or
equipmenl,
6. Contractor repeatedly fails to make prompt payments to Subcontractors for labor, materials
or equipment,
7. Contractor disregards laws, ordinances, rules, regulations or orders of any public body
having jurisdiction,
8. Contractor disregards the authority ofEngineer,
9. Contractor fails to start the Work on the date given in the Notice to Proceed,
10. Substantial evidence that progress being made by the Contractor is insufficient to complete
the Work within the sPecified time,
11. Contractor deliberately fails to observe any requirement of the Contract Documents,
12. Conractor fails promptly to make good any defects in materials or Work or any defects of
any other nature, the correction of which has been directed in writing by the Engineer,
13. Contractor fails to remedy any default under the Contract Documents within seven (7) days
ofreceipt ofNotice ofsuch default from Owner, or
14. Contractor otherwise violates in any substantial way any provisions of the Contract
Documents.
B. Before the Agreement is terminated, the Contractor and its Surety will frst be notified in writing
by the Engineer of the conditions which make termination of the Agreement imminent. Seven
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(7) days after this is given, if a satisfactory effort has not been made by the Contractor or its
Surety to corect the conditions, the Owner may declare the Agreement terrninated and notiff
the Contractor and its Surety accordingly. Upon receipt of notice from the Owner that the
Agreement has been terminated, the Conhactor shall immediately discontinue all operations'
The Owner may then proceed wittr the Work in any lawfirl manner that it may elect until it is
finally completed. Owner may exclude Contractor from the site and take possession of the
Work and all Contractor's tools, appliances, construction equipnent and machinery at the site
and use the same to the full extent they could be used by ConFactor (without liability to
Contractor for trespass or conversion), incorporate h the Work all materials and equipment
stored at the site or for which Owner has paid Contractor but which are stored elsewhere, and
finish the Work as Owner may deem expedient. In such case, Contractor shall not be entitled to
receive any further payment until the Work is fmished. If the unpaid balance of the Agreement
Price exceeds the direct and indirect costs of completing the Work, including compensation for
additional professional services, including but not limited to fees and charges of engineers,
architects, and attorneys and any court or arbitration costs, such excess shall be paid to the
Contractor. If zuch costs exceed such unpaid balance, Contractor shall pay the difference to
Owner. Such costs incurr€d by Owner shall be verified by Engineer and incorporated in a
Change Order, but in finishing the Work, Owner shall not be required to obtain the lortest figure
for the Work performed.
C. Where Contractor's services have been so terminated by Owner, the termination shall not affect
any rights of Owner against Contractor then existing or which may thereafter accrue. Any
retention or payment of rnoneys due Contractor by Owner will not release Conbactor from
liability.
D. Upon seven (7) days' written notice to Contractor and Engineer, Owner may, without cause and
without prejudice to any other right or remedy, elect to abandon the Work and terminate the
Agreement. In such case, Contractor shall be paid for all Work executed and any expense
sustained plus reasonable termination expenses.
15.03 CONTRACTOR MAY STOP WORKOR TERMINATE
If, ttrough no act or fault of Contractor, the Work is suspended for a period of more than ninety (90)
days by Owner or under an order of court or other public authority, or Engineer fails to act on any
Application for Partial Payment within thirty (30) days after it is submitted, or Owner fails for forty-
five (45) days to pay Contractor any sum finally determined to be due, then Contmctor may, upon
seven (7) days' written notice to Owner and Engineer, terminate the Agreemant and recover from
Owner payment for all work executed and any expense sustained plus reasonable termination
expenses. In addition and in lieu of terminating the Agteement, if Engineer has failed to act on an
Application for Payment or Owner has failed to make any payment as aforesaid, Contractor may upon
seven (7) days' written notice to Owner and Engineer stop the Work until paymeni of all amounts
then due. The provisions of this paragraph shall not relieve Contractor of its obligations under
paragraph 2l.01C. to carry on the Work in accordance with the progress schedule and without delay
during disputes and disagreements with Owner.
15.04 OWNER MAY TERMINATE FOR CONVENIENCE
A. The Owner may terminate the performance of Work under the Contract Documents in
accordance with this section without cause, and in the Owner's sole and absolute discretion.
Such termination may be in whole, or fiom time to time in part. Any such termination shall be
effected by delivery ofa written Notice ofTerrnination to the Contractor specifoing the extent to
which performance of Work under the Contract is terminated and the date upon which
termination becomes effective.
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B. After receipt of a Notice of Temrination, and except as otherwise directed by the Owner, the
Contactor shall:
l. Stop work under the contract on the date and to the extent specified in the Notice of
Termination.
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IPlace no further orders or subcontracts for materials, services, or facilities except as
necessary to complete the portion of the work under the contract Documents which is not
terminated.
Terrninate all orders and subcontracts to the extent that they relate to the performance of
Work terminated by the Notice of Termination.
Assign to the Owner, in the manner, at the times, and to the extent directed by the Ou,lrer,
all of the right, title, and interest of the Contractor under the orders and subcontmcts so
terminated. The Owner shall have the right, h its discretion, to settle or pay any or all
clairns arising out ofthe termination ofsuch orders and subcontracts.
Settle all outstanding liabilities and all claims arising out ofsuch termination of orden and
subcontracts, with the approval or ratification of the Owner to the extent it may require. Its
approval or ratification shall be final for all purposes ofthis clause.
Transfer to the Owner, and deliver in this manner, at the times, and to the extent, if any,
directed by the Owner:
a. The fabricated or unfabricated parts, Work in process, completed Work, supplies,
and other material produced as a part of, or acquired in connection with the
performance o{ the Work terminated by the Notice of Termination; and
b. The completed or partially completed Plans, drawings, infomration, and other I
property which, if the Prqiect had been completed would have been required to be -
fumished to the Owner.
7. Use its best efforts to sell, in the rnanner, at the times, to the extent, and at the price or
prices that the Owner directs or authorizes, any property of the types referred to above in
Paragraph 15.04B.6., but the Contractor:
a. Shall not be required to extend credit to any purchaser; and
b. May acquire any such property under tle conditions prescribed and at a price or
prices approved by the Owner. The proceeds of any such transfer or disposition shall
be applied in reduction of any payments to be made by the Owner to the Contractor
under the Contract Documents, or shall otherwise be credited to the Agreement Price
or cost of the Work covered by the Contract Documenls, or paid in such other manner
as the Owner may direct.
8, Compiete performance of sucb part of rhe Work as shall not have been terminated by the
Notice of Termination.
9. .iake such action as may be necessary, or as the Owner may direct, for the protection and
' preservation of the property relatei to the Project which is in the possession of the
Contractor and in which the Owner has or may acquire an interest.
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After receipt of a Notice of Termination, the Contractor shall submit to the Ovr'ner its
termination clairn, in the form and with the certification the Owner prescribes. Such claim shall
be submitted promptly, but in no event later than sixty (60) days from the effective date of the
termination, unless one or more extensions in writing are granted by the Owner upon request of
the Contractor made in writing within a one (l) year period from the effective date of the
temrination or authorized extension. However, if the Owner determines that the facts justifu
such action, it may receive and act upon any such termination claim at any time after such sixty
(60) day period or extension. If the Contractor fails to submit its termination claim within the
time allowed, the Owner may determine, on the basis of information available to it, the amount,
if any, due to Contractor because of the termination. The Owner shall then pay to the Contractor
the amount so determined.
Subject to the provisions of this paragraph, the Contractor and the Owner may agree upon the
whole or any part of the amount or amounts to be paid to the Contractor because of the total or
partial termination of Work under this subsection. The amount or amounts may include a
reasonable allowance for profit on Work done if acceptable to Owner. However, such agreed
amount or amounts, exclusive of settlement costs, shall not exceed the total Agreement Price as
reduced by the amount of payments otherwise made and as further reduced by the Agreement
Price of the portion of the Work not terminated. The Contract Documents shall be amended
accordingly, and the Contractor shall be paid the agreed amount. Nothing in this paragraph
prescribing the arnount to be paid to the Contractor in the event of the failure of the Contractor
and the Owner to agree upon the whole amount to be paid to the Contractor because of
termination of Work under this Section shall be deemed to limit, restrict, or otherwise determine
or affect the amount or amounts which may be agreed upon to be paid to the Contractor pursuant
to this paragraph.
If the Conractor and the Owner fail to agree on the whole amount to be paid to the Contractor
because of the termination of Work under this section, the Owner shall determine, on the basis
of information available to il, the amount, if any, due to the Contractor by reason of the
termination, and shall pay the Contractor the amounts determined as follows:
1. For all Contract Work performed before the effective date of the Notice of Temrination the
total (without duplication of any items) of:
The cost of such Work.
The cost of settling and paying claims arising out of the termination of Work under
subcontracts or orders as paragraph 15.048.3. above provides. This cost is exclusive
of the amounts paid or payable on account of supplies or materials delivered or
services fumished by the Subcontractor before the effective date of the Notice of
Termination. These amounts shall be included in the cost on account of which
payment is made.
c. The reasonable cost of the preservation and protection of property incurred and any
other reasonable costs incidental to termination of the Work under the Contract
Documents, including expense incidental to the determination of the amount due to
the Contractor as a result of the termination of Work under the Contract Documents.
2. The total sum to be paid to tbe Contractor shall not exceed the total Agreement Price as
reduced by the amount of payments otherwise made and as further reduced by the
Agreement Price of Work Dot terminated. Except for normal spoilage, and except to the
extent that the Owner shall have otherwise expressly assumed the risk of loss, there shall
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be exctuded from the amounts payable to the Contractor the fair value, as determined by
the Owner, of property to the extent that it is undeliverable to the Owner or to a Buyer
under paragraph 15.04B.7. of this Part 15. If the parties do not reach agreement under
Paragraph 15.04D., and the Owner utilized this Paragraph 15.04E., no allowance for profit
shall be included in the calculation ofthe sum to be paid to Contractor.
F. The Contractor shall have the right to dispute under the Disputes provision any determination
the Owner makes under this Part 15. But, if the Contractor has failed to submit its claim within
the time provided in paragraph 15.04C and has failed to request an extension of time, it shall
have no such right of appeal. In any case where the Owner has determined the amount due, the
Owner shall pay to the Contractor the following:
1. lf there is no right ofappeal hereunder or if no timely appeal has been made, the amounts
so determined bv the Ownerl or
2, If a dispute proceeding is initiated, the amount finally determined in such dispute
proceeding.
G. In arriving at the amomt due to the Contractor under this clause there shall be deducted:
1. All unliquidated advance or other payments on account therefor made to the Contractor,
applicable to the terminated portion of the Work.
2. Any claim which the Owner may have against the Contractor in connection with the
Contract Documents.
3. The agreed price for, or the proceeds ofsale of any materials, supplies or other things kept
by the Contractor or sold, under the provisions of this section, and not otherwise recovered
by or credited to the Owner.
H. If the terminatioa hereunder is partial, before the se$lement of the terminated portion of the
Confact Documents; the Contractor may file with the Owner or request in writing for an
equitable adjustment of the price or prices specified in the Contract Documents relating to the
continuing portion of the Work (the portion not terminated by the Notice of Termination). Such
equitable adjustrnent, as may be agreed upon, shall be made in the price or prices. Nothing
contained herein shall limit the right of the Ovmer and the Contractor to agree upon the amount
or amounts to be paid to the Contractor for the completion of the continued portion of the Work
when the Contract Documents do not contain an established Contract Price for the continued
portion.
PART 16 - MISCELLANEOUS
16.01 GIVING NOTICE
Whenever any provision of the Contract Documenls requires the giving of written notice, it shall be
deemed to have been validly given ifdelivered in person to the individual or to a mernbet of the firm
or to an ollicer of the corporation for whom it is intended; or if delivered at or sent by registered or
certified mail, postage prepaid, to the address identified in Part 17 hereof. Notice may also be given
by facsimile, providing the notice is also immediately sent by frst class mail, except in those cases
which require an original to confirm the validity of a signature or other element of the document.
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16.02 COMPUTATION OFTIME
When any period of time is referred to in the Contract Documents by days, it shall be computed to
exclude the first and include the last day of such period. If the last day of any such period falls on a
Saturday or Smday or on a day made a legal holiday by the law of the applicable jurisdiction, zuch
day shall be omitted from the computation.
16.03 CORRECTION PERIOD
Nothing in the General Conditions conceming the conection period shall establish a period of
limitation with respect to any other obligation which Contractor has under the Contract Documents.
The establishment of time period relates only to the specific obligations under the Conaact
Documents which rnay be sought to be enforced, not to the time within which proceedings may be
commenced to establish Contractor's liability with respect to its obligations other than specifically to
correct the Work.
16.04 GENERAL
Should Owner or Contractor su{fer injury or damage to its persons or property because of any
error, omission or act of the other party or of any of the other party's employees or agents or
others for whose acts the other party is responsible, the injured party shall notiff the other party
within a reasonable time of the first observance of such injury or damage.
The duties and obligations imposed by these General Conditions and the rights and remedies
available hereunder to the parties hereto; and, in particular, but without limitation, the
wananties, guarantees and obligations imposed upon Contraclor by paragraphs 5.04, 13.01,
13.06, 13.09, 14.03, and 15.02A. and all of the rights and remedies available to Owner and
Engineer under the Contract Documents, shall be in addition to, and shall not be construed in
any way as a limitation of, any rights and remedies available to any of or all of them which are
otherwise imposed or available by law or contract, by special wananty or guarantee, or by other
provisions of the Contract Documents, and the provisions of this paragraph shall be as effective
as if repeated specifically in the Contract Documents in connection with each particular duty,
obligation, right and remedy to which they apply. All representations, warranties, and
guarantees made in the Contract Documents shall survive final payment and lermination or
completion of the Agreement.
Should Owner determine that Contractor is performing in such a fashion that Contractor will not
complete the Project timely, Owner shall give Contractor notice of Owner's determination and
Contractor shall have fifteen (15) days from the issuance of Owner's notice within which to
correct its performance and to furnish evidence satisfactory to Owner that the Project will be
completed timely. In the event that Contractor does not within said fifteen (15) days correct its
performance and fumish evidence satisfactory to Owner that the Project will be completed
timely, Owner shall have the right to remove the Contractor and retain a replacement contractor
to complete the Project. Owner may thereupon withtrold all payments to Conlractor until the
replacement contractor has completed the Project, and then determine whal amounts, ifany, are
due Contractor.
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PART 17 -
17.01
ADDRESSES
OWI\IER
Owner is the District named in the Agreement acting through its duly authorized agents. All notices,
letters and communications directed to Ovner shall be addressed and delivered to Owner at the
address indicatcd in the Agreement, with one (l) copy to Engineer.
ENGINEER
All duties and responsibilities assigned to Engineer in the Contract Documents, with the
corresponding rights and authority will be assumed by the Engineer named in the Agreement and its
duly authorized agents. All notices, letters and communication directed to Engineer shall be
addressed and delivered to Engineer at the ad&ess indicated in the Contract Documents.
CONTRACTOR
The business addresses of Contractor given in the Bid Form and Contractor's oll8ce at the site of the
Work are hereby designated as the places to which all notices, letters, and other communication to
Conractor will be delivered.
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17.03
17.04 CHANGE OF ADDRESS
Either Owner, Contractor, or Engineer may change its address at any time by an instrument in writing
delivered to the other two.
PART 18 - LIQUIDATED DAMAGES
Time is an essential condition of the Contract. In case the Contractor shall fail to fully perform
and complete the Work in conformity to the provisions and conditions of the Conlract
Documents within tlre specified time limits set forth in the Contract Documents for such
performance and completion, or within such further time as, in accordance with the provisions
of the Contract Documents, shall be fixed or allowed for such performance and completion, the
Contractor shall and will pay to the Ovvner for each and every day of the additional time in
excess of the specified time limits, and any granted extension thereof, the sum set forth in Part 5
ofthe Agreement as liquidated damages and not as a penalty. The parties agree that Owner will
suffer loss and damage; however, due to the uncertainty and diffrculty of measuring actual
damages for every day the Work rcmains uncompleted and unfinished, the parties agree that said
sum is a reasonable forecast of compensatory damages. The Owner shall recover said damages
by deducting the amount thereof out of any moneys which may be due or become due the
Contractor, or by an action at law against the Contractor or its Surety, or by either or both of
these methods. Should the entire completion and final acceptance of the Work herein embraced,
together wilh any modifications or additions, be delayed beyond the time herein set, it is
undersiood and agreed that aside from any other penalty or damage, all costs of the engineering,
observation and inspection on behalf of the Owner which are incurred after the specified time
limits have elapsed may be charged to the Contractor and be deducted from any estimate or
palment otherwise due and payable to lt.
In case ofjoint responsibility for delay in the final completion of the Work, where two or more
separate contracts are in force at the same time and cover work at the same site, liquidated
damages assessed against any one Contractor for the delay shall be determined by, and in the
judgment of, Engineer.
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PART 19 - EXISTING UNDERGROUND INSTALLATIONS
A. Existing underground installations such as water lines, gas lineg sewers, telephone lines, power
lines, or similar concealed structures in the vicinity of the Work are indicated on the Drawings
only to the extent such information was made available to or discovered by Engineer in
prcparing the Drawings, There is no guarante€ as to the accuracy or completeness of such
information, and all responsibility for the accuracy and corrpleteness thereof is expressly
disclaimed. Generally, service connections are not indicated on the Drawings.
B. Contractor shall be solely responsible for locating all existing underground installations,
including service connections, in advance of excavating or trenching, by contacting the owners
thereof and prospecting. Contractor shall use its own information and shall not rely upon any
infonnation indicated on the Drawings conceming existing underground installations.
C. The General Conditions provisions regarding Unforeseen Physical Conditions do nor apply to
the existing underground installations indicated in the preceding paragraphs. Any delay,
additional Work, or extra cost to Contractor caused by underground existing installations shall
not constihrte a claim for exfa Work, additional payment, or damages.
PART 20 - STREAMLINED SPECIFICATIONS
Portions of the Contract Documents are written in the strear ined or declarative style, utilizing
incomplete sentences. Omissions of such words and phrases "The Contractor shall,"'in conformity
therewith," "shall be," "as shown on the Drawings,"'a," "an," "the," and'all" are intentional in
streamlined sections. Omitted words shall be supplied by inference in the same manner as when a
note appears on the Drawings. The omission of such words shall not relieve the Contractor from
providing all items and work described herein or indicated on the Drawings-
PART 2I - IIANDLING OF DISPUTES
2I.OI DISPUTES
Any claim, dispute, or other matter in question between the Contractor and lhe Owner and
relating to the acceptability of the Work or the interpretation of the Contract Documents
pertaining to the execution and progress of the Work shall be referred initially to Engineer, as
specified in Section 9.06. Any such claim for which Engineer has rendered a decision, or any
other claim between the Owner and Contractor, may be submitted to altemative dispute
resolution, including arbitration or mediation, or any other dispute resolution process, excluding
litigation, upon the mutual consent of the parties. The parties shall determine whether any such
arbitration shall be binding or non-binding. Neither party shall be compelled to participate in
any alternative dispute resolution process, and nothing in this paragraph shall preclude either
party from pursuing any legal remedy available to it, subject to the condilions of Paragraph
9.068.
If the parties agree to submit a claim, dispute, or other matt€r to arbitration, the Construction
Industry 461rution Rules of the American Arbitration Association then obtaining shall be used,
unless the parties mutually agree otherwise. An award rendered by an arbitrator or arbitrators in
a binding arbitration shall be final and binding on all parties to the extent and in the manner
provided by the Colorado Rules of Civil Procedure. All awards may be filed with the clerk of
one or more courts, State or Federal, having jurisdiction over the party or parties against whom
such award is rendered or its property, as a basis ofjudgment, and of the issuance of execution
for its collection.
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C. the Contractor shall continue to perform the Work and adhere to the Contractor's construction
schedule during all disputes or disagreernents with the Owner. No Work shall be delayed or
posponed pending resolution of any disputes or disagreernents, exc€pt as Contractor and Owner
maY otherwise agree in writing'
21.02 DISPUTES WITH THIRD PARTIES
A. All disputes which involve parties in addition to the Owner, Engineer and Contractor shall not
be the subject of artiration, except by the mutual consent of all the parties involved in the
dispute.
B. Engineer shall not be deemed or considered a third pany beneficiary of the Agreement or
Contract Documetrts, nor a party thereto.
PART 22 - DUTIES, RESPONSIBILITIES, AI\D LIMITATIONS OF TIIE AUTHORITY
OF RESIDENT PROJECT REPRESENTATIVE (IF ANY)
22.01 DESCRIPTION
Resident Project Representative is Engineer's Agent and shall act as directed by and under the
supervision ofEngineer. He shall confer with Engineer regarding his actions. His dealings in matters
pertaining to the on-site Work will, in general, be only with Engineer and Contractor. His dealings
with Subcontractors will only be through or with the full knowledge of Contractor or his
superintendent. He shall generally communicate with Owner only through, or as directed by
Engineer.
22.02 DATIES AND RESPONSIBILITIES
A. Conferences: Attend pre-construction conferences and regular project review meetings.
B. Liaison.
1. Serve as Engineer's liaison with Contractor, working principally through Contractor's
superintandent and assist it in understanding tbe intent of the Contract Documents.
2. As requested by Engineer, assist in obtaining from Owner additional details or information,
when required at the job site for proper execution of the Work.
3. In the interest of presewing the proper channels of communication, advise Engineer of any
direct communication between Owner and Contractor'
C. Shop Drawings and Samples.
l. Receive and record date of receipt of shop Drawings and samples which have been
reviewed by Engineer.
2. Receive samples which are furnished at the site by Contractor for Engineer's review, and
noti! Engineer of their availability for examination.
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3. Advise Engineer and Contractor or his superintendent immediately of the cornmencement
of any Work requiring a Shop Drawing or sample submission if the submission has not
been accepted by Engineer.
D. Review of Work.
Conduct on-site observations of the Work in progress to assist Engineer in determining that
the Pmject is proceeding in accordance with the Contract Documents, and the completed
Work will conform to the Contract Documenls.
Report to Engineer whenever He believes that any Work is unsatisfactory, faulty, or
Defective, or does not conform to the Contract Documents, or has been damaged, or does
not meet the requirements of any inspections, tests, or approvals required to be made, and
advise Engineer when He believes Work should be corrected or rejected, or should be
uncovered for observation, or requires special testing or inspection.
Verifo that tests, equipment, and systerns start-ups and operating and maintenance
instructions are conducted as required by the Conhact Documents and in presence of the
required personnel, and that Contractor maintains records thereof; observe, record, and
report to Engineer appropriate details relative to the test procedures and start-ups.
Accompany Owner and visiting inspectors representing public or other agancies having
jurisdiction over the Project, record the outcome of these inspections and report to
Engineer.
Interpretation of Contract Documents: Transmit to Contractor clarification and
interpretation ofthe Contract Docwnents as issued by Engineer.
Modifications: Consider and evaluate Contractor's suggeslions for modifications in
Drawings or Specifications and report then with recommendations to Engineer.
7. Records:
Maintain at the job site orderly files for correspondence, reports ofjob conferences,
Shop Drawings and sample submissions, reproductions of original Contract
Documents, including all addenda, Change Orders, Field Orders, additional Drawings
issued subsequent to the execution of the Agreement, Engineer's clarifications and
interpretations of the Conlract Documents, progress reports' and other Prqiect related
documents.
Keep a diary or log book, recording hours on the job site, weather conditions, data
relative to questions of extras or deductions, list ofprincipal visitors, daily activities,
decisions, observations in general, and specific observations in more detail as in the
case of obselving test procedures. Send copies to Engineer.
Record names, addresses, and telephone numbers of all Contractors, Subcontractors,
and major supplien of equiprnent and materials.
Advise Engineer whenever Contractor is not curfently maintaining an up-to-date copy
of Record Drawings at the site.
d.
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8. Reports: Furnish Engineer daily and weekly reports as required to represent the status of
the Work aod of Contractor's compliance with the approved progress schedule, schedule
of Shop Drawing subrnissions, and other schedules.
9. Guarantees, Certificates, Maintenance, and Operation Manuals: During the course of the
Work, verifo that guarantees, certificates, maintenance, and operation manuals and other
data required to be assembled and fumished by Contractor are applicable to the items
actually installed; and deliver these data to Engineer for his review and forwarding to
Owner prior to final acceptance of the Project.
10. Completion:
a. Conduct final inspection in the company of Engineer, Owner, and Conhactor and
prepare a final list of items to be corrected.
b. Verifo that all items on final list have been corrected and make recommendations to
Engineer conceming accePtance.
LIMITATIONS OF AUTHORITY
This Part 23 shall be applicable to the extent th€ Owner appoints an Owner's Representative different
from the Engineer.
A. Resident Project Representative shall be lirnited in authority except upon written instructions of
Engineer.
B. The Resident Project Representalive shall not:
l. Authorize any deviation from the Contract Documents or approve any substitute materials
or equipment.
2. Undertake any of the responsibilities of Contractor, Subcontractor, or Contractor's
superintendent.
3. Advise on or issue directions as to safety precautions and programs in connection with the
Work.
DUTIES, RESPONSIBILITIES, AIID LIMITATIONS OF THE AUTHORITY
OF THE OWI\IER'S REPRESENTATIVE
DESCRIPTION
This Part 23 shall be applicable to lhe extent the Owner appoints an Ov"ner's Representative separate
fiom the Engineer. The Owner's Reprcsentative is the Owner's agent and shall act as directed by and
under the supervision of Owner. lt shall confer with Owner regarding its actions. Its dealings in
matters pertaining to the on-site work will in general be only with Engineer and Contractor. Its
dealings with Subcontractors will only be through Conlractor or its superintendent.
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23.02 DUTIES AND RESPONSIBILITIES
Owner's Representative shall coordinate all constuction activities and Owner Purchase Agreements.
It shall:
A. Conferences: Attend pre-construction conferences and regular project meetings. Arrange a
schedule of progress meetings and other job conferences as required, and notiry in advance
those expected to attend. ponduct meetings and maintain and circulate copies of minutes
thereof.
B. Liaison: Serve as Owner's liaison with Conractor and Engineer, working to help expedite the
project to assure the scheduling requirements are met.
C. Modifications: Consider Contractor's suggestions for modifications in Drawings or
Specifications and report them with recommendations to Engineer.
D. Reports:
l. Fumish Owner with periodic reports of progress of work and of Contractor's compliance
with the approved progress schedule, schedule of Shop Drawing submissions, and other
schedules.
2. Consult with Owner in advance of scheduled major tests, inspections, or start of important
phases of work.
E. Payment Requisitions: [n cooperation with Engineer, review Application for Payment with the
Contractor for compliance with the established procedure for its submission and forward it witb
recommendation to the Owner for payment.
LIMITATIONS OF AUTHORITY
Owner's Representative shall be limited in authority, except upon written instructions of Owner as
follows:
1. Except as provided in paragraph ll.0lB. and paragraph 12.02A., shall not authorize any
deviation from the Contract Documents or approve any substitute materials or equipment,
modifications or Change Orders.
2. Shall not undertake any ofthe responsibilities ofContractor, Subcontractor or Contractor's
superintendent.
3. Shall not advise on or issue directions as to safety precautions and programs in cormection
wi0r the Work
50
EXHIBITA TO GENERAL CONDITIONS
[LETTERHEAD]
lowNER's ADDRESSI
RE: Bond and Insurance Requirements Under Part 5 of General Conditiond Project
Dear :
We have been retained by ("Contractor") to advise and assist it in procuring the bonds
and insurance coverage required under Part 5 of the General Conditions entered into by you and the
Contractor with respect to the project. Nothwithstanding anyhing in any
Certificate oflnsurance to the contrary, it is our opinion, as ofthe date ofthis letter, that the
Confactor is in full compliance with its obligations under part 5 oft the Gensal Conditions [except
that the Contractor has not complied with the specific requirements identified belowl:
[Identiff with specificity any provisions of part 5 which are not complied with]
Sincerely yours,
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r SECTION 01 rr 13
' SUMMARY OF WORK
t PART1 GENERAL
I I.I PROJECT DESCRIPTION SUMMARY
I A. The project, the Eagle River Wat€r & Sanitation District 1.5-MG lntermountain
I Water Storage Tank (PROJECT), includes all work necessary to complete the
I lfr'"#:,l""|Tlffilt#Ttffi:ffi!*"i'i"'
incruding' excavation' engineered
r B. The intent of the project is to have an operational PROJECT constructed by a sin-
I gle, prime, contractor in general conformance with these Contract Documents'
- PART2 DOCUMENTS
I 2.1 DRAWINGS
I A. Drawings for this project are titled: f.s-MG Intermountain Water Storage
Tank.
I B. Drawings shall not be scaled.
I C. The Drawings are intended to clearly and consistently describe the work to be per-
I formed. Any discrepancies shall be brought to the attention of the ENGINEER
imrnediately.
I 2.2 SPECIFICATIONS
I A ffiT,fi'X,ll,llllli,'liJli,x"'-i:#Ji"l*"tffi
r B. This document generally follows the format of the Construction Specifications ln-
stitute (CSf. Each Technical Specification is divided into three parts: General,
I Materials and Execution.
I PART3 EXECUTION
I 3.I WORK UNDER OTHER CONTRACTS _ NONE
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WORKTO BE PERFORMED BY OWNER
A. The OWNER has dedicated an aocess easement to the site.
B. This access easernent will be the onlv access to the site.
PERMITS
A. The CONTRACTOR is responsible for applying for and obtaining any and all
permits.
CONTRACTOR USE OF PREMISES
A. The Drawings describe restrictions on the use of the construction site.
B. The CONTRACTOR is responsible for informing any and all suppliers and sub-
contractors of the restrictions regarding the use of the premises.
EIID OFSECTION
0l ll 13 SUMMARY OF WORK
B.
B.
c.
D.
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06{546
PART 1
A.
PART 2
SECTION 01 20 00
MEASIJREMENT AND PAYMENT
GENERAL
The CONTRACTOR shall furnish all labor, tools, and materials necessary to
complete the project as described in the Summary of Work, Section 0l I 10, in ac-
cordance with the Contract Documents. Although such work may not be specifi-
cally shown, described or specified, fumish and install all supplementary and mis-
cellaneous items, appurtenances and devices incidental to or necessary for a com-
plete project.
The work shall be coordinated with the work of all other contractors and subcon-
tractors and activities on aly related projects and with any adjacent property own-
ers.
MEASUREMENT AND PAYMENT
ITEM NO. 1 - MOBILIZATION & ON-GOING PROJECT COSTS
Item No. l, Mobilization & on-going Project costs, shall consist of the mobiliza-
tion and demobilization of personnel, equipment and supplies at the project site in
preparation for work on the project and on-going costs of performing the work,
such as submittal preparation and site office. This item shall include costs for
CONTRACTOR's quality control, CONTRACTOR's soils lesting, field of-
fice and any costs associated with project start-up and all other costs incurred or
labor and operations which must be performed prior to beginning the other items
under the contract and on-going costs for items such as the field office.
Partial payments for Mobilization & On-going Project Costs will be made as work
progresses. These partial payments will be made as follows:
I . When 5% of the contract amount is eamed, 25o/o of the amount bid for this
item will be paid.
2- When l0% of the contract amount is eamed, 50% of the amount bid for
this item, less all previous payments, will be paid.
3. When 25Yo of the contract amount is eamed, 60% of the amount bid for
this item, less all previous payments, will be paid.
4. WhenTSYo of the contract amount is eamed, the amount bid for this item,
less all previous payments, will be paid-
These payments shall be made with partial progress payments.
The Pay Unit for Mobilization is Lump Sum.
0l 20 00 MEASUREMENT AND PAYMENT
06-05-06
E. Technical Specification Sections 0l21 13,012973,013216,01 33 01,01 7l
23, 0l 89 29,02 00 00 and the Drawings are referenced as being the basis for ac-
ceptance of completed work.
ITEM NO.2 -TEMPORARY T'IRE PROTECTION
A. Item No. 2, Temporary Fire Protection, measured for payment on a Lump Sum
(LS) basis, shall consist of coordination with the local fire authority, preparing
and maintaining fire prevention procedures and fumishing and maintaining fire
protection materials including extinguishers. This work includes the preparation
and implementation of the Fire Plan referred to in the Specihcations.
B. Payment for Temporary Fire Protection will be made at the Lump Sum Conhact
price for work completed in accordance with the Contract Documents.
Partial payments will be made as follows:
l. When 5% of the contract amount is eamed, 30% of the arnount bid for this
item will be paid.
2. An additional l0Vo of the contract amount will be paid per month until
100% ofthe contract amount is achieved
C. Technical Specification Section 0l 5l 16 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO.3-CLEARING AND GRUBBING
A. Item No. 3, Clearing and Grubbing, measured for payment on a Lump Sum (LS)
basis, shall consist of clearing and grubbing the site of any trees and shrubs in-
cluding removal of stumps and disposal of timber from the site. Cleared and
grubbed timber is not permitted in the backfill.
B. Payment for Clearing and Grubbing will be made at the Lump Sum Contract price
for trees and shrubs cleared and grubbed in accordance with the Contract Docu-
ments.
C. Technical Specification Section 31 11 00 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO.4 -TRAFFIC CONTROL
A. Item No. 4, Traffic Control, measured for payment on a Lump Sum (LS) basis,
shall consist regulating safe and efficient traffic control on and adjacent to the site
during construction activities. This work includes the preparation and implemen-
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tation of a traffic control plan and maintenance, such as removal of mud and con-
struction debris from off-site, public and private rights-of-way.
B. Partial payments for Traffic Control will be made as work progresses. These par-
tial payments will be made as follows:
l. When l0% of the contract amount is eamed, l0% of the amount bid for
this item will be paid.
2. When 20% of the contract amount is eamed, 20%o of the amount bid for
this item, less all previous payments, will be paid, etc.
C. These payments shall be made with partial progress payments'
D. Technical Specification Sections 0l 55 26 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO. 5 - SITE MAINTENANCE
A. Item No. 5, Site Maintenance, measured for payment on a Lump Sum (LS) basis,
shall consist ofkeeping the site clean and orderly, repairing ofany damage caused
to existing facilities by equipment and final cleanup and removal of site and con-
struction fence and debris. This work includes the protection of street im-
provements including manholes, any adjacent building and structures, exist--ng
welded steel WST, fence, trees and shrubbery, valves and valve boxes and
maintenance ofof-site and on-site access roads'
B. Partial payments for Site Maintenance will be made as work progresses. These
partial payments will be made similar to field offices as follows:
l. When 10% of the contract amount is earned, l0% of the amount bid for
this item will be paid.
2. When 20% of the contract amount is earned, 20oh of the amount bid for
this item, less all previous payments, will be paid, etc.
C. These payments shall be made with partial progress payments'
D. Technical Specification Sections 0l 74 16 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO.6 -EROSION AND SEDIMENTATION CONTROL
A. Item No. 6, Erosion and Sedimentation Control, measured for payment on a Lump
Sum (LS) basis, includes any necessary design, all labor, tools, equipment, and
materials for erosion and sedimentation control during construction and after con-
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struction completion and the placement and final removal of silt fence as shown
on the Drawings.
B. Payment for Erosion and Sedimentation Control, including removal of any tempo-
rary erosion control measures upon completion of construction will be made at the
Contract Lump Sum (LS) price in accordance wittr the Conhact Documents.
C. Technical Specification 31 25 00, any local goveming agency manual, the Draw-
ings are referenced as being the basis for acceptance ofcompleted work.
ITEM NO. 7 - EXCAVATION, BACKFILL AND SITE GRADING
A. Item No. 7, Excavation, Backfill and Site Grading, measured for payment on a
Lump Sum (LS) basis, shall consist of stripping, dewatering, blasting, excavating;
over excavating all types of soils, boulders and rock; fumishing and erecting
any rockfall netting, riprap, scariffing and re-compacting of surface soils, segre-
gating, screening and stockpiling materials, such as required for wall backfill
and; backfilling, and finish grading necessary for the construction of the water
storage tank project. Again, excavated materials shall be stockpiled and ifneces-
sary screened, according to their qpe to facilitate wall backfill and site grading
operations and to meet the requirements of the Contract Documents. Construction
of the access road and the slope stabilization work, stone columns and gravel
blanket are separate bid items.
The bid item includes any work associated with erosion and sedimentation con-
trol.
The work includes disposal of materials which are unsuitable for backfill and site
grading.
B. Payment for Excavation, Backfill and Site Grading will be made at the Contract
Lump Sum (LS) price for materials excavated in accordance with the Contract
Documents.
C. Technical specification Sections 3t 23 00,31 23 18,31 25 00,313326 andthe
Drawings are referenced as being the basis for acceptance of completed work.
ITEM NO.8-DEWATERING
A. Item No. 8, Dewatering, measured for payment on a Lump Sum (LS) basis, shall
consist of providing, installing and maintaining a dewatering system during con-
struction of the project. Dewatering shall commence prior to the excavation and
construction of the stone columns and end after completion of the engineered fill
and underdrains.
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The work includes applying for required permits and discharging of water. Ero-
sion and sedimentation control is a part of Bid Item No. 8'
Payment for Dewatering, will be made at the Contract Lump Sum (LS) price for
work performed in accordance with the Contract Documents.
Technical Specification Section 31 23 19 and the Drawings are referenced as be-
ing the basis for acceptance of completed work'
ITEM NO.9 -PIPE CULVERT AND FLARED.END SECTIONS (FES)
Item No. 9, Pipe Culvert and Flared-End Sections, measured for payment on a
Lump Sum (LS) basis, includes all labor, materials and equipment to perform the
work, including excavation, dewatering, bedding, pipe and backfill. All other
work necessary to fumish, construct the 25-foot long CMP pipe culvert will not be
measured and paid for separately but shall be included in this item.
Payment for accepted quantities of l8-Inch Pipe Culvert and Flared End Sections
will be made at the Contract Lump Sum (LS) price in accordance with the Con-
tract Documents.
The Drawings are referenced as being the basis for acceptance of completed work.
2.IO ITEM NO. 10 _ ENGINEERED FILL
Item No. 10, Engineered Fill, measured for payment on a Lump Sum (LS) basis'
shall consist of constructing the stone columns, 4-inch or 6-inch slotted under-
drain systems, fumishing and placing the Tensar geogrid, and tank base gravel
blanket. The gravel blanket may consist of suitable excavated or imported materi-
als that comply with the drawings and technical specifications.
Payment for Engineered Fill will be made at the Contract Lump Sum (LS) price
for materials placed in accordance with the Contract Documents.
Technical Specifications and the Drawings are referenced as being the basis for
acceptance of completed work.
2.II ITEM NO. II -SITE PIPELINES
Item No. I l, Site Pipelines, measured for payment on a Lump Sum (LS) basis, in-
cludes all work to construct the:
L l2-inch ductile-iron inleVoutlet pipeline
2. lS-inch overflow pipeline
3. l2-inch drain pipeline
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4. 1S-inch combined drain and overflow pipe
5. Firehydrant
6. 72-inchlD Manhole
7. 12O-inch ID Manhole
8. Gate and check valves
9. Cathodic protection
The work includes tenching, trench dewatering, pipe, bends, tees, valves, flap
gates, fittings, bolted sleeve couplings, rodding, insulating kits, bedding, backfill
and compaction, and miscellaneous appurtenances, such as corporation stops,
blow-offs, valve, flap gates, fire hydrant marker flag, and fitting markers and util-
ity warning marking tape, and any other work required for a complete installation.
Disinfection and testing of the pipelines, however, is a separate bid items.
Payment for Site Pipelines will be made at the Contract Lump Sum (LS) price in
accordance with the Contract Documents.
Technical Specification Sections 33 05 26,33 I 1 01, 33 ll 02, 33 12 16'02,33 12
43,33 12 53, and the Drawings are referenced as being the basis for acceptance of
completed work.
2.I2 ITEM NO. 12 - SITE PIPELINES CHLORINATION AI\D PRESSURE TESTING
Item No.12, Site Pipelines Chlorination and Pressure Testing, measured for pay-
ment on a Lump Sum (LS) basis, includes all labor, tools, equipment, and materi-
als to clean, pressure test, clear water test and bacterial test the inlet/outlet pipe-
lines in accordance with AIMWA, district and Colorado Department of Health
Standards.
Payment for Site Pipelines Chlorination and Pressure Testing will be made at the
Contract Lump Sum (LS) price in accordance with the Contract Documents-
The OWNERS's Standard Specifications, specifications 33 13 00, and 33 14 00
are referenced as being the basis for acceptance ofcompleted work.
2.13 ITEM NO. T3 _ CAST.IN-PLACE CONCRETE STILLING BASIN
Item No. 13, Cast-In-Place Concrete Stilling Basin, measured for payment on a
Lump Sum (LS) basis, includes all excavation, concrete, reinforcing steel, auto-
matic drainage (flap) gate, backfill, compaction, and related work to complete the
stilting basin. Appurtenant work including but not timited reinforcing steel,
forms, waterstop form ties and all other work necessary to complete the concrete
structure will not be measured and paid for separately but shall be included in this
bid item.
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B. Payment for the Cast-ln-Place Concrete Stilling Basin, will be made at the Con-
tract Lump Sum (LS) price in accordance with the contract Documents.
C. Technical Specification Sections 03 ll 13,03 21 00,03 30 00,03 35 00,03 36
00, 03 39 00,03 66 00,31 l1 00, 31 23 00,312319 and the Drawings are refer-
enced as being the basis for accePtance ofcompleted work.
2.I4 ITEM NO. 14 - WATER STORAGE TANK ls-INCH STEEL PIPE OVERFLOW
ASSEMBLY
A. Item No. 14, Water Storage Tank l5Jnch Steel Overllow Assembly and Pipe,
measured for payment on a Lump Sum (LS) basis, includes the l5-inch welded
steel pipe to station 0+28.5, bolted sleeve couplings, trenching, bedding and back-
filling the pipe, dewatering, temporary plugs, cathodic protection, the riser pipe
and conical fabricated steel plate weir and the frames to connect the pipe to the
wall, and coating. Concrete anchor bolts, insulating kits, gasket, stainless steel
bolts, magnesium anodes, painting, tape coating, and all miscellaneous work for a
complete installation are also included in this ilem'
B. Payment for the Water Storage Tank l5-Inch Steel Overflow Assembly will be
made at the Contract Lump Sum (LS) price in accordance with the Contract Docu-
ments.
C. Technical Specification Section 33 l1 01.01 and the Drawings are referenced as
being the basis for acceptance of completed work.
2.I5 ITEM NO. 15 - CAST-IN-PLACE CONCRETE (WATER STORAGE TANK)
A. Item No. 15, CastJn-Place Concrete (Water Storage Tank), measured for payment
on a Lump Sum (LS) basis, includes all concrete (self compacting concrete in the
wall is in the base bid) and related work to complete the water storage tank' Items
such as waterstops, natural rubber bearing pads, neoprene pads, sealant, forms,
waterstop form ties, tendon anchorage block-out grout, sleeves and other miscel-
laneous inserts, finishing, curing and protection ofthe concrete, and all other work
necessary to complete the tank. Reinforcing steel and post-tensioning steel will be
measured and paid for separately.
B. Payment for Cast-In-Place Concrete (Water Storage Tank) will be made at the
Contract Lump Sum (LS) price in accordance with the Contract Documents.
C. Technical Specification Division 03 - CONCRETE, Technical Specification Sec-
tions 33 16 01, 33 16 23,33 16 24 and the Drawings are referenced as being the
basis for acceptance of completed work.
0l 20 00 MEASUREMENT AND PAYMENT
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2.16 ITEM NO. 16 - REINFORCING STEEL AND LABOR (WATER STORAGE
TANK)
A. Item No. 16, Reinforcing Steel and Labor (Water Storage Tank), measured for
payment on a Lump Sum (LS) basis, includes all ASTM A 615, Grade 40 or 60,
reinforcing steel, ASTM A 82 steel wire for spirals, tie wire, support chairs and
related work. Coated and uncoated or plastic reinforcing steel bar chairs, bolsters,
and other supports and all other work necessary to fumish and place the reinforc-
ing steel will not be measured and paid for separately but shall be included in this
item.
B. Payment for Reinforcing Steel and Labor (Water Storage Tank) will be made at
the Contract Lump Sum (LS) price in accordance with the Contract Documents.
C. Technical Specification Sections 03 21 00, 33 16 0l and the Drawings are refer-
enced as being the basis for acceptance ofcompleted work.
2.r7 ITEM NO. 17 - POST-TENSIONING STEEL AND LABOR (WATER STORAGE
TANK)
A. Item No. 17, Post-Tensioning Steel and Labor (Water Storage Tank), measured
for payment on a Lump Sum (LS) basis, includes all materials, labor, tools, and
equipment to place, stress and test the specified post-tensioning steel as shown on
lhe Drawings. Access for placement, tendon ducts and couplings, prestressing
steel strand, sheathing, repair tape, anchorages, wedges, Styrofoam, chairs, bol-
sters, ties, grout ports, grout, stressing rams, load tests, preparation ofstressing re-
cords and all other work necessary for a complete installation will not be meas-
ured and paid for separately but shall be included in this item.
B. The base bid item includes the VSL Swiss 6 anchorage and pocket formers for the
unbonded post-tensioning systems in the floor and roof slabs and PT-Plus system
in the walls (Type CS anchorage). Alternate unbonded anchorage systems may be
included in altemate bid items below.
C. Payment for Post-Tensioning Steel and Labor (Water Storage Tank) will be made
at the Contract Lump Sum (LS) price in accordance with the Contract Documents.
D. Technical Specification Sections 03 23 10,33 16 01 and the Drawings are refer-
enced as being the basis for acceptance of completed work'
2.18 ITEM NO. I8-WATER STORAGE TANKVENT
A. Item No. 18, Water Storage Tank Vent, measured for payment on an Each (EA)
basis, includes all materials, coatings, and fabrications for the tank vents, com-
plete in place. Fasteners, coatings, screens, and all other work necessary to com-
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shall be included in this bid item'
B. Payrnent for accepted quantities of Water Storage Tank Vent will be made at the
Contract Each @A) price in accordance with the Contract Documents.
C. Technical Specification Section 33 16 22 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
2.19 ITEM NO. 19.5 X 9-FOOT HATCH
A. Item No. 19, 5 x 9-Foot Hatch, measured for payment on an Each (EA) basis, in-
cludes all materials and fabrications for the manway and equipment access
hatches, complete in place. This work includes appurtenant work such as the te-
lemetry and electrical conduits aluminum angle, neoprene pads, polyurethane
sealants, stainless steel concrete wedge anchors and paint. All other work neces-
sary but not listed in the examples above to complete the hatch installation will
not be measured and paid for separately but shall be included in this bid item.
There is a hatch required for the Equipment access and manway access hatches.
The work includes the FRP "lid" over the 3 x 3-foot opening in the manway hatch
B. Payment for the 5 x 9-Foot Equipment Hatch will be made at the Contract Each
(EA) basis price in accordance with the Contract Documents'
C. Technical Specification Sections 06 82 00, 07 73 O0 and the Drawings are refer-
enced as being the basis for acceptance ofcompleted work.
2.20 ITEM NO. 20 - INTERIOR ACCESS LADDER
A. Item No. 20, Interior Access Ladder, measured on a Lump Sum (LS) basis, in-
cludes all fabrications necessary for a complete assembly. Stainless steel concrete
wedge anchors, anodes, shims, paint and all other work necessary to complete the
access ladder and cage will not be measured and paid for separately but shall be
included in this bid item.
B. Payment for the Interior Access Ladder will be made at the Conhact Lump Sum
(LS) price in accordance with the Contract Documents'
C. Technical Specification 06 82 00 and the Drawings are referenced as being the ba-
sis for acceptance of completed work.
2.21 ITEM NO. 21 - EXTERIOR ACCESS LADDER
A. Item No. 21, Exterior Access Ladder, measured on a Lump Sum (LS) basis, in-
cludes all fabrications necessary for a complete assembly including the safety
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rails. Stainless steel concrete wedge anchors, anodes, shims, paint and all other
work necessary to complete the access ladder and cage will not be measured and
paid for separately but shall be included in this bid item.
B. Payment for the Exterior Access Ladder will be made at the Contract Lump Sum
(LS) price in accordance with the Contract Documents'
C. Technical Specification 06 82 00 and the Drawings are referenced as being the ba-
sis for acceptance of completed work.
ITEM NO.22 - STAFF GAGE
A. Item No. 22, Statr Gage, measured for payment on an Each (EA) basis' includes
all labor, tools, equipment, and materials to complete the stalf gage including
wedge anchors for mounting to the concrete wall.
B. Payment for the Staff Gage will be made at the Contract Each (EA) price in ac-
cordance with the Contract Documents.
C. Technical Specification Section 33 16 2l and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO.23 - 0.2-MG WELDED STEEL TANK REMOVAL
A. Item No. 23,0.2-MG Welded Steel Tank Removal, measured for payment on an
Lump Sum (LS) basis, includes all labor, tools, equipment, and materials to com-
pletely remove and dispose of the exiting 0.2 million gallon welded steel WST
upon completing and placing lhe new 1.5-MG lntermountain WST into service. It
is unknown whether or not the tank is coated with lead paint
B. Payment for the 0.2-MG welded Steel Tank Removal will be made at the con-
tract Lump Surn (LS) price in accordance with the Contract Documents.
C. Technical Specification Section 02 40 00 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO. 24 -BLACK PVC COATED CHAIN LINK FENCE
A. Item No. 24, Black PVC Coated Chain Link Fence, measured for payment on a
Linear Foot (LF) basis, includes all labor, tools, equipmenl, and materials to fur-
nish and construct lhe chain link fence including three-strand barbed wire exten-
sion, two 4-foot wide gates and concret€ gate sills.
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Payment for approximately 4l2linear feet of Black PVC coated chain Link
Fence will be made at the Contract Linear Foot (LF) price in accordance with the
Contract Documents.
Technical Specification Section 21 3l 13 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
2.25 ITEM NO. 25 - ELECTRICAL SERVICE
Item No. 25, Electrical Service, measured forpayment on a Lump Sum (LS) basis'
includes all labor, tools, equipment, and rnaterials to design, furnish and construct
electrical service for telemetry and I l0 Y 120 amp outlets at the hatches'
Payment for accepted work for Electrical Service will be made at the Contract
Lump Sum (LS) price in accordance with the Contract Documents-
The Drawings are referenced as being the basis for acceptance of completed work.
2.26 ITEM NO.26 - TELEMETRY
Item No. 26, Telemetry, measured for payment on a Lump Sum (LS) basis, in-
cludes all labor, tools, equipment, and materials to design, fumish, construct and
test the telemetry including intrusion alarms at the hatches and level con-
trols/alarms. The work includes the removal of the existing solar powered
equipment at the 0.2-MG WST and delivery to the OWNER.
Payment for accepted work for Telemetry will be made at the Contract Lump Sum
(LS) price in accordance with the Contract Documents'
The Drawings are referenced as being the basis for acceptance of completed work.
2.27 ITEM NO.27 _CDOT CL 6ABC ACCESS ROAD
Item No. 2'1, CDOT CL 6 ABC Access Road, measured for payment on a Lump
Sum (LS) basis, consists of excavation, scarirying, blading, grading, compaction,
water, placing CDOT Class 6 Aggregate Base Course, shaping, compacting to
95% of the maximum density in accordance with AASHTO T 180 in two phases,
6-inches prior to construction of the WST and 6-inches upon completion of the
project. The work includes maintenance after placement of the initial 6-inches
during construction of the Project.
Payment for accepted quantities of CDOT CL 6 ABC Access Road will be made
at the Contract Lump Sum (LS) price in accordance with the Contract Documents.
0l 20 00 1I MEASUREMENTANDPAYMENT
I06-05{6
C. Technical Specification Section 32 ll 23 and the Drawings are referenced as be-
ing the basis for acceptance of completed work.
ITEM NO. 28 - TANK CLEAIIING, DISINF'ECTING AI\D TESTING
A. Item No. 28, Tank Cleaning, Disinfecting and Testing, measured for payment on a
Lump Sum (LS) basis, includes all labor, tools, equipment, and materials to clean,
disinfect and watertightness test the tank. High pressure water cleaning, chemi-
cals, disposal oftrash and construction debris, patching ofform work anchors, and
all other work necessary will not be measured and paid for separately but shall be
included in this item.
B. Payment for Tank Cleaning, Disinfecting and Testing will be made at the Contract
Lump Sum (LS) price in accordance with the Contract Documents.
C. Technical Specification Section 33 16 20 is referenced as being the basis for ac-
ceptance of completed work.
ITEM NO 29 _ BOULDER ROCK WALL
A. Item No. 29, Boulder Rock Wall, measured for payment on a Lump Sum (LS) ba-
sis, includes all labor, tools, equipment and materials to design and construct lhe
4-foot high, + 11s-foot long, rock wall along the east side of the excavation.
B. Payment for Boulder Rock wall will be made at the contract Lump Sum (LS)
price in accordance with the Contract Documents.
C. The Drawings and Technical Specifications are referenced as being the basis for
acceptance of completed work.
END OF Schedule A
BASE BID ITEMS
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BID SCHEDULE B
ALTERNATE BID ITEMS
(FOR OWNERINFORMATION AND EVALUATION ONLY)
2,29 ADD/DEDUCT FOR ITEM NO. 17 - VSL CP PLUS UNBONDED POST.
TENSIONING ANCHORAGES
A. Add/Deduct for Item No. 17, VSL CP Plus Unbonded Post-Tensioning Anchor-
ages, shall represent the increase or decrease in bid price for supplying the VSL
CP Plus unbonded post-tensioning system in the floor and roof slabs in lieu of the
VSL Swiss 6 system specified.
B. Insert the add or deduct based on the difference between the VSL CP Plus anchor-
age price and the VSL Swiss 6 anchorage price. The base bid, however, will be
calculated based on the use ofthe specified VSL Swiss 6 anchorages'
2.30 ADD/DEDUCT TOR ITEM NO. 17 - ALTERNATE POST-TENSIONING
SYSTEM
A. Add/Deduct for Item No. 17, Alternate Post-Tensioning System, shall represent
the increase or decrease in bid price for supplying an altemate post-tensioning sys-
tem for the tank in lieu of the VSL system specified. The alternate system may
include unbonded (floor slab and roofslab) and/or bonded (vertical and horizontal
wall and circumferential footing) post-tensioning systems'
B. Any required redesign of the tank post-tensioning based on material propedies
varying from lhose of the specified VSL system shall be performed by the
ENGINEER for the OWNER and paid for by the CONTRACTOR in accordance
with the Contract Documents.
C. List the equipment manufacturer and products for the alternate post-tensioning
system under "Name of Alternate System". Insert the add or deduct based on the
difference between the alternate system price and the specified VSL system price.
The base bid, however, will be calculated based on the specified VSL post-
tensioning system.
2.3I DEDUCT FOR ITEM NO. 15 DELETING SELF.CONSOLIDATING
CONCRETE IN THE WST WALL
A. Add/Deduct for Item No. 15, Deleting Self-Consolidating Conuete in the Wall,
shall represent the decrease in bid price for deleting the self-consolidating con-
crete specified.
END OF SECTION
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I 06{546
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SECTION 012973
SCHEDULE OF VALUES
PARTl GENERAL
I 1.1 GENERAL
I A. In accordance with General Conditions the CONTRACTOR shall prepare a
I Schedule of Values based on the following outline in Part 2 of this document.
I PART2 DOCUMENTS
I
1.I SCHEDULE OF VALUES
I A. Within l0 days after the date indicated in the Notice to Proceed to commence the
Work, the CONTRACTOR shall submit a schedule of values for all lump sum
I Work, which will include quantities and prices of iterns, and will subdivide theI Work into component parts in sufficient detail to serve as the basis for progress
I S1HHlii:X?:r:T'ft'j;il;":ff"i,*ii*1y" an appropriate amount of
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- B. The CONTRACTOR shall list bonds and insurance premiums, mobilization,
I demobilization, facility startup, and contract closeout separately.
C. An unbalanced or front-end loaded schedule is unacceptable.
r D. Summation of the complete schedule of values representing al1 work shall equal
the Contract Price.
PART2 DOCUMENTS
a 1.1 SCHEDULE OF VALUES
r The schedule of values shall consist of iterns that correlate to the Bid Schedule Itern
I Numbers. The following list is an example. Some bid iterns found in the Bid Schedule
for this project may not be included in the example list. Other items shown in the
I example list may not be a part of this project. The OWNER may also request a more
I comprehensive itemization.
I Bid ltem No. I - Mobilization & On-Going Project Costs
I ConstructionPhotography
Soils Testing
Field Office
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Bid Item No, 2 - Tonporary Fire Protection
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I u zs73 SCHEDULE OF VALUES
I06{5.06
Bid Item No. 3 - Clearing and Grubbing
Bid Itern No. 4. - Traffic Control
Traffic Conhol Plan
Maintenance
Bid Item No. 5. - Site Maintenance
Site Clean-up
Pollpropylene Safety Fence
Protection ofexisting facilities, utilities and trees
Bid Itern No. 6 - Excavation, Backfill and Site Grading
Excavation
Unsuitable material disposal
Backfill
Site Grading
Bid Item No. 7 - Entrance Pipe Gate and Wire Fence
Materials
Installation
Bid ltem No. 8 - l8-inch Pipe Culvert and FES
Materials
Installation
Bid ltem No. 9 - Engineered Fill
Engineered Fill (Imported Material Cost)
Engineered Fill (Imported material installation)
On-site material engineered fill installation
Bid Itern No. 10 - Pipe Underdrain Systern
Pipe for Underdrain System
Pipe Filter Fabric
Free draining rock
Trench Excavation
Pipe installation
Backfill and compaction
Bid Item No. I I - Wall Drainage Panel System
Materials
Installation
Bid Item No. 12 - Welded Steel lnleUOutlet Pipeline
Pipe Design
Materials
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Trenching
Dewatering
CLSM
Bedding
Backfill
Bid Item No. 13 - DIP lnleVOutlet Pipeline
Materials
Trenching
Dewatering
Bedding
Backfill
Bid Item No. 14 - l2-Inch ASR Well Pipeline
Materials
Installation
Bid ltem No. l5 - Inlet/Outlet Pipeline Tie-In to Existing Pipeline
Materials
Installation
Bid Item No. 16 - Pipeline Chlorination and Testing
Materials
Labor
Bid Item No. 17 - Welded Steel Drain Pipeline
Pipe Design
Materials
Trenching
Dewatering
CLSM
Bid ltem No. l8 - Drain Pipeline
Design
Materials
Installation
Bid Item No. 19 - Overflow Drain Pipeline (7Z-Inch MH to Structure)
Materials
Installation
Bid ltem No. 20 - C.LP.C. Stilling Basin
Materials
Labor
Bid Item No. 21 - Grouted Riprap
SCHEDULE OF VALUES
Materials
Installation
Bid Item No. 22 - Pipeline Cathodic Protection
Materials
Installation
Bid Item No. 23 - C.I.P.C. (Water Storage Tank)
Floor Slab, Wall segments (ea), Columns and Column Footings
(ea), Roof Slab, Curbs and Hatch Pedestals
Materials
Waterstops
Bearing Pads
Neoprene Pads
Chernical Grout
Sealing Strip
Formwork
Shoring (roofonly)
Placing
Curing
Bid ltem No. 24 - Reinforcing Steel and Labor (Water Storage Tank)
Floor Slab, Wall segments (ea), Columns and Column Footings
(ea), Roof Slab, Curbs and Hatch Pedestals
Materials
Labor
Bid Item No. 25 - Post-Tensioning Steel and Labor
Floor Slab, Wall segments (ea) and Roof Slab
Materials
Labor - placing
Labor - stressing
Labor - friction testing (wall only)
Bid Itern No. 26 - Water Storage Tank Vsnt
Materials
Labor
Bid Itern No.27 - 5 x 9-footEquipment Hatch
Materials
Labor
Bid Item No. 28 - 7 x l0-foot Access Hatch
Materials
Labor
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t ) Bid ltem No. 29 - Access Stairway
Materials
t Labor
Bid Item No. 30 - Pipe Hazard Rails
Materials
I Labor
I Bid ltemNo. 3l - Washdown Pipeline
Labor
I Pressure Testing
Bid Item No. 32 - Staff Gage
I MaterialsI Labor
I Bid Item No33 - Tank Cleaning, Disinfection, and Testing
I ffiilftln,srestingI
,- Bid Item No. 34 - CDOT Class 6 Aggregate Base Course Access Roadr y"*lt"
I Bid Item No. 35 -Concrete Staining
Labor
Bid ltem No. 36 - Erosion Control
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Materials
r Bid Item No. 37 - Seedingr y;':i"'
I PARr3 EXECUTI'N-NorusED
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SECTION 01 31 13
COORDINATION
GENERAL
GENERAL
A. The CONTRACTOR shall coordinate operations under the Contract in a manner
that will facilitate progress of the Work.
B. The CONTRACTOR shall conform to the requirements of public utlities and
concemed public agencies in respect to the timing and marurer of performance of
operations that affect the service ofsuch utilities, agencies, orpublic safety.
CONFERENCES:
CONTRACTOR Scheduled Conferences
l. The CONTRACTOR shall schedule and conduct conferences for
coordination of the Work when timing and manner of performance of
operations affect the service of utilities, agencies or public safety.
ENGINEER Scheduled Conferences
l. The ENGINEER may schedule and conduct coordination conferences
when the CONTRACTOR's operations affect, or is aflected by, the work
ofothers.
1.3 PRTVATE OWNERS AND AUTHORITIES
The CONTRACTOR shall coordinate with and notiff property owners and
residents, utility companies and other agencies ofhis operations that affect their
property, access or operations, including the OWNER.
Timely Notifications
l The CONTRACTOR shall give notifications sufficiently in advance to
enable affected persons toprovide for their needs when it is necessary to
temporarily deny access or services.
2. The CONTRACTOR shall contact utlities and other agencies at least 48
hours prior to working on streets, roads, highways or other traflic areas or
when excavating near underground utilities or overhead utility poles or
lines.
PART T
B.
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I 0l 31 13 COORDINATION
PART2 MATERHLS-NOTAPPLICABLE
PART3 EXECUTION-NOTAPPLICABLE
ENDOFSECTION
01 3l 13 COORDINATION
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SECTION 01 32 16
CONSTRUCTION SCIIEDULES
PART 1 GEIYERAL
GENERAL
A. The CONTRACTOR shall prepare a detailed schedule of all constuction
operations and procurements to be reviewed at the preconstruction conference.
B. The schedule shall be sufficiently detailed to permit a thorough discussion of the
work to be performed, key milestones and delivery of key components for timely
completion of the work.
C. No work is to begin at the site until the OWNER has reviewed and accepted the
Construction Schedule and Report of delivery of equipment and materials.
FORMAT AND SLIBMIS SIONS
A. The CONTRACTOR shall prepare and submit two copies of a CPM construction
schedule to the ENGINEER for review.
B. The ENGINEER will return one copy of the schedule to the CONTRACTOR with
suggested revisions or comments.
C. The CONTRACTOR shall revise and re-submit the schedule for final review and
acceptanca.
CONTENT
A. At a minimum the constnrction schedule shall sufliciently detailed to show the
work sequence by activity and location such as pipelines construction and distinct
struchrre work, such as floor slab forming, delivery of key items of equipment or
materials, tests and submittals such as shop drawings.
B. The date line shall be reasonable scaled to permit ease of review and notation.
Similar activities such as concrete placements shall have similar node numeric
designation, i.e., 400 series of nodes, and horizontal "linear' placement on the
schedule.
PROGRESS REVISIONS
A. The CONTRACTOR shall be responsible for revising the schedule when changes
occur, when requested by the OWNER and with each application for progress
payment.
1.2
1.3
1.4
0r 32 t6 I CONSTRUCTIONSCHEDULES
I
B. Changes from the previous submission shall
identihcation.
C. The CONTRACTOR shall provide a brief
anticipated problems, recommended actions and
schedule of other trades or activities.
I.5 OWNERSRESPONSIBtrTY
he highlighted for ease of
narrative report summarizing
effects upon the schedule and
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A. The OWNER's review is only for the purpose of checking conformity with the
Contract Documents and assisting the CONTRACTOR in coordinating the Work
with the needs of the project.
B' It is not to be construed as relieving the CONTRACTOR from auy responsibility
to determine the means, methods, techniques, sequences and procedures of
conskuction and site safety as provided in the General Conditions.
PART2 MATERIALS-NOTUSED
PART3 EXECUTION-NOTUSED
END OF SECTION
0r 3216 CONSTRUCTION SCHEDULES
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SECTION 013229
CONSTRUCTION REVIEW
PART 1 GEI\ERAL
l.l WORKINCLUDED
PART 2
PART 3
3.1 GENERAL
3.2 FORMWORK
The OWNER, or the representative retained by the OWNER, will review work in
progress. This review is separate from quality control work performed by the
CONTRACTOR. This may include work such as reviews of pipelines, pipeline
bedding, reinforcing steel and concrete placements and concrete finishing.
Construction review shall consist of visual observation of materials, equipment or
construction work for the purpose of ascertaining that the work is in substantial
conformance with the Contract Documents and with the design intent. Such
review shall not be construed to relieve the CONTRACTOR in any way from his
obligations and responsibilities under the construction contract. Specifically, but
without limitation, review by the OWNER does not relieve the CONTRACTOR
of the responsibility for the means and methods of construction, nor for the safety
on the job site.
NOT USED
EXECUTION
The CONTRACTOR shall cooperate with the OWNER and his representatives to
permit reviews prior to covering the work with backfrll or with forms. If
requested the CONTRACTOR shall make available equipment such as scissor
lifls and ladders to permit the OWNER's representative to acc€ss the work.
The following paragraphs describe examples of activities requiring construction
review.
Prior to placing concrete the CONTRACTOR shall be required to demonstrate to
the OWNER's representative that the forms are stable, and will remain stable
during concrete placement, plumb and will remain plumb, and have corect
curvature and alignment. The CONTRACTOR shall also show the OWNER's
representative that the forms are properly spaced to obtain the required member
thickness. The CONTRACTOR shall also document that the form surfaces are
0t 3229 CONSTRUCTION REVIEW
I
neither too hot so as to cause surface crazing or too cold as to cause freezing, by
taking form surface temperatures.
3.3 REINFORCINGSTEELPLACEMENT
A. A minimum of six hours prior to concrete placement a final review of reinforcing
steel placement for footings, slabs, columns and walls of structures, such as vaults
or water storage tanks, will be performed by the owNER's representative. This
"final" review shall be scheduled 24 hours prior to form or concrete placement. If
the coNTRAcroR is delayed and is not ready for the review and has not
contacted the owNER's representative to re-schedule the review, the
CONTRACTOR will be responsible for all costs associated with the aborted
review.
B- The CONTRACTOR shall be responsible for performing a quality control review
prior to the OWNER's representative final review to detemrine the acceptability,
completeness and clean-up of any sub-contractors work and overall readiness of
the work for the final review. The coNTRACToR shall provide written
documentation to the OWNER's representative that he has performed the review
and that the work is in fact ready for concrete placement
C. If the CONTRACTOR has proceeded to place forms prior to the final review, tle
CONTRACTOR will be required to remove sufficient forms to permit the visual
review of the reinforcing steel and appurtenances such as reinforcing steel
supports and chairs, ties, penetrations, waterstops and bearing pads.
REPAIR OF CONCRETE SURFACE DEFECTS
A. The coNTRACToR shall permit the owlr[ER's representative to review
any surface defects, such as "bug holest' and rock pockets, prior to making
any repairs to the work.
B. All materials and procedures for making any repairs shall be reviewed and
accepted by the owNER's representative prior to performing the work.
STRESSING AND GROIJTING OF POST-TENSIONING STEEL
A. The OWNER's representative shall be notified 24 hours prior to stressing and
grouting of post-tensioning steel and shall be present to review stressing and
grouting operations unless otherwise determined by the OWNER's representative.
CONSTRUCTION JOINTS
The owNER's representative shall review the preparation of all construction
joints prior to concrete or grout placements.
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3.6
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B. It is the responsibility of the CONTRACTOR to notifi and provide a minimum of
24 hows notice to the OWNER's representative of these activities.
C. If joint placement is performed without the OWNER's representative presence,
the work will be deemed unacceptable and non-conforming to these
specifications.
D. If the OWNER's representative determines that construction review of a particular
activity is unnecessary, he will provide written direction to the CONTRACTOR to
proceed with that particular activity without his construction review.
E. ln the event that the CONTRACTOR fails to notifu the ENGINEER and work is
covered without the ENGINEER's review the work will either be rejected or
subjected to reduced payment, at the OWNER's option. The reduced payment
will be a sliding scale: After the first occurrence 90% payment: after the second
occrurence 75Yo paymenl and after the third, and subsequent occurrences 50o/o.
Payments will be made based on the schedule of values provided by the
CONTRACTOR.
PIPELINE PRESSTIRE TESTING
A. It is the responsibility of the CONTRACTOR to notifu and provide a minimum of
24 hours notice to the OWNER's representative prior to pressnre testing pipelines.
B. See SECTION 33 14 00 - PIPELINE HYDROSTATIC TESTING.
END OF SECTION
0l3229 CONSTRUCTION REVIEW
B.
C.
D.
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SECTION 0133 01
SUBMITTALS
PART1 GENERAL
l.l GENERAL
CONTRACTOR shall furnish, process, deliver, reproduce and perform other
necessary functions incidental to scheduling and handling of shop drawings,
project data and samples, operation and maintenance manuals, equipment record
sheets, manufacturer's certificate of proper installation, and record drawings, as
indicated on Drawings or as specified, and in accordance with provisions of the
Conhact Documents.
See appropriate Specification and Contract Documents sections for specific items
for which data and/or samples are required.
Review or acceptance of substitutions, schedules, shop Drawings, lists of
materials, and procedures submitted or requested by the CONTRACTOR shall not
add to the Contract price, and all additional costs which may result therefrom shall
be solely the obligation of the CONTRACTOR. It shall not be the responsibility
of the OWNER to provide engineering or other services to protect the
CONTRACTOR from additional costs accruing from such review or acceptance.
No equipment or material for which listings, Drawings, or descriptive material is
required shall be installed until the ENGINEER has on hand copies of such
accepted lists and the appropriately approved and stamped final shop drawings.
Materials, equipment and products incorporated into the work without the
prior submittal review and acceptance try the ENGINEER will be cause for
rejection and replacement of the work at no cost to the OWI\ER.
The review of submittals by the ENGINEER will be limited to general design
requirements only, and shall in no way relieve the CONTRACTOR from
responsibility for errors or omissions contained therein.
Review Time Period
The ENGINEER agrees to review and act upon and return the first
submission of a transmittal within I 4 days after receipt.
The ENGINEER agrees to review, act upon and return second and
subsequent submissions of a transmittal within l4 days after receipt.
The ENGINEER agrees to review, act upon CONTRACTOR
requested expedited submissions within two days after receipt. The
cost for each expedited submittal shall be $250 and will be
backcharged to the CONTRACTOR.
0l 33 0l
3.
SUBMITTALS
1.2
G. No adjustrnent of Contract Time or Price will be permitted due to delays in
progress of Work caused by rejection and subsequent resubmission of submittals,
including multi-resubmittals.
H. The ENGIITTEER will determine if a submittal is complete and contains
suflicient information for review and reject and return incomplete
submittals. Partial reviews of submittals shall not be performed. See Paragraph
l 5 in this specification.
ADDRESS
Unless otherwise directed, the CONTRACTOR shall transmit submittals to the
ENGINEER.
1.3 IDENTIFICATION OF STJBMITTALS
Using the transmittal form found at the end of this section complete, sign,
date and transmit the submittal to the ENGINEER.
Numbering System
l. Number the initial submittal using a chronological number system starting
with, 001. The CONTRACTOR may identify the submittal using the
specification number followed by a sequence number, such as 1022U01,
in addition to numbering the submittal.
2. Number the re-submittal by using an alphabetic suffix, i.e., 001a.
Indicate the date by which the submittal is to be retumed. A specific date is
required. Terms such as ASAP are unacceptable.
Indicate the specification section, regardless of submittal identification system,
and drawing number.
Use a separate transmittal for each submittal item even if items are from the
same technical specification, i.e., different size PVC waterstops. Transmittals
for multi-submittals of items will be rejected.
Indicate where the product is to be used, i.e., particular structure element.
If proposed equipment or materials deviate from the Specifications or Drawings in
any way, the deviations shall be clearly noted andjustification for said deviations
shall be explained in detail in a separate letter immediately following transmittal
sheet. If explanation is not given, Shop Drawings will be retumed without action.
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SUBMITTALS _ GENERAL
The CONTRACTOR agrees that submittals processed by the ENGINEER do not
become Contract Documents and are not Change Orders; that the purpose of the
Shop Drawing review is to establish a reporting procedure and is intended for the
CONTRACTOR's convenience in organizing his work and to permit the
ENGINEER to monitor lhe CONTRACTOR's progress and understanding of the
design.
CONTRACTOR shall be responsible to make submittals.
Shop Drawings submitted to the ENGINEER by other than the CONTRACTOR
will be returned to the CONTRACTOR without action of any kind. Shop
Drawings will not be received from, or returned to, subcontractors.
Submit items sufliciently in advance of date required to allow reasonable time for
review, and to allow for resubmission if necessary. Items not submitted in accord
with the provisions of Contract Documents will be returned, without action, for
resubmission. Delays caused by above shall be CONTRACTOR's responsibility.
The CONTRACTOR shall submit six copies of each Shop Drawing. Shop
Drawings shall be drawn on Z4-inch x 36-inch sheets or, where practical, reduced
to 8 % x ll or ll x 17 inches. Three copies will to be retumed to the
CONTRACTOR. If the CONTRACTOR desires more than two copies, he may
submit additional copies, which will be returned to him.
CONTRACTOR shall stamp his approval on Shop Drawings prior to submission
to ENGINEER as indication of his checking and verification of dimensions and
coordination with interrelated items. Marks on Drawings by CONTRACTOR
shall not be in red. Any marks by CONTRACTOR shall be duplicated on all
copies submitted. CONTRACTOR marks on reproducible transparencies shall be
outlined with a rectangular box.
Submit standard items such as equipment brochures, cuts of fixtures, product data
sheets or standard catalog sheets or pages. lndicate exact item or model and all
proposed options. lnclude material specifications, construction details, motor
data, legible scale details, sizes, dimensions, weights, performance characteristics
and pump curves, capacities, test data, anchoring details, location of connections
to other work, installation instructions, storage and handling instructions, color
charts and paint system, layout Drawings, parts catalogs, rough-in diagrams,
wiring diagrams, controls, supporting calculations for equipment and associated
supports specified to be designed by equipment manufacturers or suppliers,
special handling instructions, and other pertinent data.
01 33 01 STIBMITTALS
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2.
B.
C.
1.5
1.5
H. Should the CONTRACTOR propose any item on his Shop Drawings, or
incorporate an item into the work, and that item should subsequently prove to be
defective or otherwise unsatisfactory, (regardless of the ENGINEER's preliminary
review), the CONTRACTOR shall, at his own expense, replace the item with
another item that will perform satisfactorily.
INCOMPLETE SI]BMITTALS
A. ENGINEER will retum entire submittals that are incomplete for the
CONTRACTOR's correction and resubmittal.
B. Submittals will be determined incomplete due to factors such as:
l. Submittals that have no clear indication of the CONTRACTOR's review
and approval.
2. Submittals that are unsigned.
3. Clearly lack sufficient information to enable the ENGINEER's review.
4. Submittals that contain more than one item.
5. Submittals that lack a sequential number system.
6. Submittals that lack a CONTRACTOR's certification that the product,
material etc. conforms to, or is an exception to, the specifications.
7. Submittals that lack an indication where the product is to be used, in
which specification section and drawing where the product is found.
SUBMITTALS - OPERATION AND MAINTENANCE MANUALS AND
EQI-IIPMENT RECORD SHEETS
A. Operation and Maintenance Manuals and Equipment Record Sheets shall be
submitted as follows:
l.Operation and Maintenance Manual information and Equipment Record
Sheets specific to one piece of equipment or material shall be submitted to
the ENGINEER for acceptance.
After Operation and Maintenance Manual and Equipment Record Sheets
submittals for each piece of equipment or rnaterial have been accepted, the
accepted submittals shall be assembled into bound final Operation and
Maintenance Manuals and re-submitted.
Provide, within 30 days after the date Shop Drawings are accepted, submittals of
the Operation and Maintenance Manual information and Equipment Record Sheet.
Submittals will be handled the same as Shop Drawings. See paragraph 1.3.
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0l 33 01 SUBMITTALS
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The transmittal form for the Operation and Maintenance Manual and Equipment
Record Sheets shall have original Shop Drawing submittal number of the accepted
item plus a suffix "O-M".
Equipment Record Sheets. - not required for this project
Submittal of Operation and Maintenance Manuals and Equipment Records Sheets
shall be applicable to but not necessarily limited to:
l. Pumps
2. Instrumentation and Controls
3. Heating and Ventilating Equipment and Controls4. Electrical System
5. Valves and Operators
6. Flowmeters
7. Access Hatches
G. Operation and Maintenance Manual submittals. For each individual piece of
equipment, submit operation and maintenance manuals that include, but are not
necessarily limited to, the following detailed information, as applicable:
L Equipment function, normal operating characteristics, limiting conditions.
2. Assembly, disassembly, installation, alignment, adjustment and checking
instructions.
3. Operating instructions for startup, routine and normal operation, regulation
and conhol, shutdown, and emergency conditions.
4. Lubrication and maintenance instructions.
5. Guide to "troubleshooting".
6. Parts list, predicted life of parts subject to wear, and replacement parts
ordering instructions with current price information, as applicable.
7. List ofspecial tools.
8. Outline, cross-section, and assembly Drawings; engineering data; and
electrical diagrams, including elementary diagrams, wiring diagrams,
connection diagrams and interconnection diagrams where applicable.
9. Test data and performanc€ curves, where applicable.
10. Safetyconsiderations.
Where an Operation and Maintenance Manual submittal has been prepared by the
manufacturer to cover more than one model of a particular piece of equipment all
references to models other than the one specifically installed shall be deleted or
crossed out.
Submit final Operation and Maintenance Manuals printed on 8-l12 x I I inch size
heavy first quality paper with standard 3-hole punching and bound in stiff metal
hinged binder constructed as a 3-post style suitable for bookshelf storage or as
0l 33 0l SUBMITTALS
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1.6
otherwise accepted. Provide outside of binders with titles. Tab each section of
manuals for easy reference to each piece of equipment or material with plastic-
coated dividers. Provide index for each manual.
J. Reduce Drawings or diagrams bound in manuals to an 8-l/2 x I I inch or l l x 17
inch size. However, where reduction is not practical to insure readability, fold
larger Drawings separately and place in vinyl envelopes which are bormd into the
binder. Identify vinyl envelopes with Drawing numbers.
K. Include in Operation and Maintenance Manual copies of installation instructions,
original parts lists, or other documents packed with equipment when delivered.
L. Where the Drawings and specifications identiff a piece of equipment by an
instrument tag number or equipment number, tltat same number shall also be used
to identifythe equipment in the Operation and Maintenance Manual.
M. Submit eight completed copies of final Operations and Maintenance Manual with
Equipment Record Sheets as described previously.
SUBMITTALS - SAMPLES
A. Where required, submit two samples each to address indicated above. Identify
sarnples as to: manufacturer, item, use, type, project designation, tag number,
specification section or Drawing detail reference, color, range, texture, finish and
other pertinent data.
B. Forward with transmittal letters. Include brochures and installation instructions.
CONTRACTOR to stamp his approval on sample transmittals as indication of his
checking and verification of dimensions and coordination with intenelated items.
Resubmit samples of rejected items.
C. Acceptable samples submitted or constructed, constitute criteria for judging
completed work. Finish work or items not equal to samples will be rejected.
D. Samples may be retained for comparison purposes and the coNTRACToR shall
remove samples when directed. The coNTRAcroR shall include in bid all
costs of fumishing and removing samples.
STIBMITTALS - RECORD DRAWINGS
A. The ENGINEER will prepare a set of Record Drawings for the project that will
include the changes made in materials, equipment, location and dimensions of the
work. Bi-week]y, or as otherwise agreed, the coNTRACToR shall submit to the
ENGINEER a current listing and description of each change incorporated into the
work since the preceding submittal.
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01 33 0l SUBMITTALS
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1.9
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SUBMITTALS . MANUFACTURER'S CERTIFICATE OF PROPER INSTALLATION
A. Where required in the Specifications or Drawings, the CONTRACTOR shall
submit manufacturer's certification of proper installation of equipment prior to
startup or performance testing.
B. Such certificate shall state that the equipment or system has been installed in
accordance with the manufacturer's recommendation and has been inspected by a
manufacturer's authorized representative, that it has been serviced with the proper
initial lubricants, that applicable safety equipment has been properly installed, and
that the proper electrical and mechanical connections have been made.
SI]BMITTALS - CERTIFICATES OF COMPLIANCE WITH SPECIFIED
STANDARDS AND CODES
A. A Certificate of Compliance shall be fumished for materials specified to a
recognized standard or code prior to the use of any such materials in the work.
The ENGINEER may permit the use of certain materials or assemblies prior to
sampling and testing if accompanied by a Certificate of Compliance. The
certificate shall be signed by the manufacturer of the material or the manufacturer
of assembled materials and shall state that the materials involved comply in all
respects with the requirements of the Specifications. A Certificate of Compliance
shall be furnished with each lot of material delivered to the work and the lot so
certifred shall be clearlv identilied in the certificate.
B. All materials used on the basis of a Certificate of Compliance may be sampled
and tested at any time. The fact that material is used on the basis of a Certificate
of Compliance shall not relieve the CONTRACTOR of responsibility for
incorporating material in the work which conforms to the requirements of the
Contract Documents and any such material not conforming to such requirements
will be subj ect to rej ection whether in place or not.
C. The ENGINEER reserves the right to refuse permission for use of material on the
basis of a Certificate of Compliance.
D. The form of the Certificate of Compliance and its disposition shall be as directed
by the ENGINEER.
SUBMITTALS - ACCEPTANCE OR REJECTION
Transmittals will be reviewed for overall design intent and retumed to
CONTRACTOR with action to be indicated by the ENGINEER. It shall be the
CONTRACTOR's responsibility to assure that previously accepted documents are
destroyed when they are superseded by a resubmittal as such.
0l 33 0l SUBMITTALS
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B. It shall be the CONTRACTOR's responsibiliry to insure that required items are
conected and resubmitted.
C. If the items or system proposed are acceptable however the major part of the
individual Drawings or documents are incomplete or require revision, the
submittal will be retumed with requirements for completion.
1.IO SIJBMITTALDISPOSITON
A. ENGINEER will review, mark, stamp and return submittals to the
CONTRACTOR as follows:
l. Final for Construction
a' CONTRACTOR may commence activities to order. fabricate and
perform work covered by the submittal.
2. Finalfor Construction, as Noted
a. Comments noted by the ENGINEER shall be incorporated into the
work covered by the submittal.
b' CONTRACTOR may contmence activities to order. fabricate and
perform work covered by the submittal.
3. For Correclion and Resubmittal
a. CONTRACTOR shall make corrections or develop replacement or
altemate product and resubmit in same marmer as original
subrnission.
b. Submittal is not approved.
4. Rejected
a. CONTRACTOR shall make corrections or develop replacement or
alternate product and resubmit or submit missing information in
same manner as original submission.b. Submittal is not approved.
PART 2 - MATERJALS - NOT USED
PART 3 _ EXECUTION -NOT USED
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END OFSECTION
STIBMITTALS
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To: Robert T. Bates, PE Date: lG2l-00
Bates Engineering, Inc.Submittal (chronological) No.: 001
7175 W. Jefferson Ave., Suite 3800 El New Submittal tr Resubmittal
Previous Submittal No. :Lakewood. Colorado 8023 5 -2321
Contractors ID No.: 10220-001
From: (name ofproject manager)Proiect XYZ
(Conpany)Required Retum Date: I I -21-00
(Address)Is an expedited review
requested? fl yes X No
Contains variations
or exceptions to
Specifications fl Yes E no
(Address)
Submittal
No.
Confractors
Identification
No.
No.
of
copies
Description Manufacturer
or Supplier
Spec.
Section
Drawing
No.
001 10220-001 6 Venl screen ABC 10220 l4-s-12
t The following item is submitted:t
CONTRACTOR certifies that he has complied with the requirements of the Contract Documents
I in the preparation, review and submission of this submittal and that the submittal is complete andt in conformance with the Contract Documenrs.
Contractor (authorized signature)
I SUBMITTAL TRANSMITTAL
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3.1
3.2
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PART 2
PART 3
0G05-06
SECTION 0135 00
SPECIAL PROJECT PROCEDURES
PARTI GENERAL
1.1 WORKINCLUDED
The intent of this Specification is to emphasize aspects of the project that require
special procedures. This includes, but isn't limited to, dewatering, access road
construction and telemetrv.
PRODUCTS - NOT USED
EXECUTION
ACCESS ROAD
A. The CONTRACTOR shall excavate, grade, place, uniformly spread, and compact
6-inches of CDOT Class 6 aggregate base course (ABC) for the permanent access
road alignment to be used for construction. The CONTRACTOR shall maintain
the road during construction, i.e., blade the road. Upon completion of the project,
just prior to leaving the site, the CONTRACTOR shall place, spread and compact
an additional 6-inches of ABC.
DEWATERING
A. Groundwater will be pr€sent at the site according to the soils and subsurface in-
vestigation. The CONTRACTOR shall initiate dewatering to facilitate excavation
and construction of the stone columns. The CONTRACTOR is responsible for
dewatering permits and maintenance of the dewatering system until completion of
the engineered fill and construction of the underdrain system'
PERMITS
A. It is the CONTRACTOR's responsibility to determine the requirernent for and ob-
tain any permits required for the construction of the work of this project.
TELEMETRY
A. Telanetry work shall be desigrred, installed and tested by Timber Line Electric
and Controls Corp., (Timber Line) Morrison, Colorado. Timber Line is responsi-
ble for coordination with the DISTRICT for selection of equipment including a
new radio transmitter (Motorola MOSCAD) and level sensors (US Filter
ACl000). The CONTRACTOR and Timber Line are responsible for coordinat-
0l 35 00 SPECIAL PROJECT PROCEDURES
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ing with the electric company and for constructing power for the telemetry systern,
i.e., transformers, conduits etc.
END OFSECTION
SPECIAL PROJECT PROCEDURES0l 3s 00
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TEMPORARY UTILITIES
I PART' GENERAL
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1.1 WoRKINCLLIDED
A. The CONTRACTOR shall provide temporary utilities and facilities which are re-
t :ffi:"|. construction operations and to maintain a safe, healthy working envi-
I PART2 MATERIALS
I.1 ELECTRIC SERVICE AND LIGHTING
r A. Electric Service is not required.
I 1.2 TEMPoRARYSANITARYFACILITmS
I A. The CONTRACTOR shall provide one flush type chemical toilet with holding
I tank located near the field oflice.
I B. The CONTRACTOR is responsible for contracting for maintenance of the tempo-
I rarysanitaryfacility.
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PART3 EXECUTION
3.I TEMPORARY ELECTRIC AND TELEPHONE SERVICE - NOT APLICABLE
I 3.2 TEMP'RARY SANITARYFACILITIES
I A li*:TlHfl,:,il:'#,#i:iil;ii::::'tr-*:#,Hl!ffii,lf:Ti:1#:
that apply and as needed in the opinion of the ENGINEER.
rl B. A supply of toilet paper and paper towels shall be maintained at the facility.
I END oFSECrroN
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sEcTroN 0151 16
TEMPORARY FIRE PROTECTION
PARTT GENERAL
1.1 WORKINCLUDED
The CONTRACTOR is responsible for conducting work at the site in a manner to
prevent frres.
The CONTRACTOR shall provide immediate notice to the local fire departrnent
in the event of a fre.
The CONTRACTOR shall prepare a Fire Plan that lists the equipment and
procedures to be followed in the event ofa fire on the project site.
For the purposes ofthis specification "near" or "adjacent to" is defined as within
50 feet from portable gasoline powered equipment such as portable generators or
saws. Fire extinguishers shall not be mounted to the portable equipment.
The CONTRACTOR shall contact the local fire department prior to the
commencement of construction to notifu the department of the work to be
performed, to obtain a local contact and emergency procedures and telephone
numbers.
t.2 SMOKING AND LLINCH FIRES
The building of camp, lunch, warming and any other fire within the project
property is prohibited.
Smoking is prohibited except inside a building, vehicle or while seated in an area
of at least three feet in diameter that is barren or cleared of all flammable
materials.
1.3 FIRE RESPONSES / RESPONSIBILITY
CONTRACTOR
l. The CONTRACTOR shall irrmediately notify the local fire department in
the event ofa fre or other emerg€ncy.
2. When notifoing the department, the CONTRACTOR shall provide the
fol lowing information.
a. Exact location offire and best route to fire.
b. Size of fire and material (fuel) in which burning.
B.
D.
F.
B.
0l 5l 16 1 TEMPORARY FIRE PROTECTION
I05{4-03
c.
1.4 SI.JBMITTALS
Nature of incident or emergency.
A. The CONTRACTOR shall submit a fire prevention procedures plan and contact
list prior to the start ofconstruction.
B. The CONTRACTOR shall submit a list of equipment and procedures that to be
used for fue suppression activities.
PART2 MATERIALS
2.1 FIRE EXTINGUISHERS
A. Five lb. ABC with a UL rating of 3,A. - 40BC, or greater.
B. Fire extinguishers shall be mounted on highly visible clearly marked posts or
inside the construction trailer as required to meet distance requirements.
PART3 EXECUTION
3.I GASOLINE POWERED PORTABLE EQUIPMENT
A. Gasoline powered portable equipment such as generators or power saws and chain
saws shall be equipped with a spark arrestor meeting US Forest Service Standard
5100 - Spark Arrestors for Intemal Combustion Engines.
B. Any re-fueling of any equipment shall be done in an area, which has first been
cleared of material which will carrv fire.
3.2 VEHICLES
A. All vehicles shall be equipped with a factory designed mufller system or that is
equivalent or that exceeds factory specifications.
B. Exhaust systems shall be properly installed and continually maintained in a
serviceable condition.
3.3 FUEL STORAGE
A. Gasoline and other combustible fuels shall be kept in proper storage containers.
B. Store fuels and other combustible materials away from materials that can carry
fire.
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I0l 51 16 TEMPORARY FIRE PROTECTION
I 05-04-03
T 3.4 FIREEXTINGUISHERS
I A. The CONTRACTOR shall have a fue extinguisher placed near each gasoline-
I powered generator; welding, flame or abrasive cutting equipment that is in use.
I B. In addition to each fire extinguisher required near a generator etc., the| :,:1ffi;ln;,H1r-Tff.* hf* two additionar extinguishers on site
J 3.s *ELDING
t A. Welding shall be performed in area(s) cleared of all flammable material.
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B. Welding near forrnwork shall be perforrned in a manner to prevent combustion of
I wood forms.
3.6 FLAME OR ABRASIVE CUTTING
I A. Flame or abrasive cutting, such as cutting of prestressing steel tendon tails, shall
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cutting activity.
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SECTION 0l 55 26
TRAFFIC CONTROL
PART1 GENERAL
I l.l .ENERAL
I A. The CONTRACTOR is responsible for confornance with any applicable
t regulatory requirements regarding construction activities and impacts on
vehicular, bicycle or pedestrian haffic and for preparing, submitting and obtaining
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approval fortraffic control plans.
B. Operations on or about traffic areas and provisions for regulating kaffic will be
I subject to the regulation of governmental agencies having jurisdiction over the
I affected area.
I C. The CONTRACTOR shall keep rights-of-way and traffrc areas free from
I excavated materials, construction equipment and construction materials such as
pipe, piling and reinforcing steel.
I D. The CONTRACTOR shall keep fire hydrants, utility cabinets such as electric
transformers and valves for utilities such as water pipelines, free from obstruction
and available for use at all times.I
E. The CONTRACTOR shall conduct construction operations and activities in a
I malmer to avoid unnecessary interference with public and private roads andr drives. Provide and maintain temporary approaches at streets, businesses,
residences and farms. Roads kept open shall be maintained in an acceptable
t condition.
1.2 QUALITY STANDARDS
r A. Manual onUniform Traffic Control Devices (MUTCD
I B. American Traffic Safety Services Association (ATSSA)I
I ) i::n::lJ"t"Tt*1ff"fl**"
r C. Federal Highway Works Administration (FHWA) National Highway Cooperative
I Research Program (NHCRP)
l. NCHRP Report 350
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I or s526 TRAFFIC CONTROL
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I.3 TP\AI]FIC CONTROL PLAN
A. The CONTRACTOR is responsible for adhering to the approved traffic contol
plan.
B. The plan, personnel and devices used shall conform to the reference quality
standards.
C. Devices shall conform to the criteria contained in the NCHRP Report 350
Categories I - 4.
1.4 FLAGGERS
A. When necessary due to the intensity of construction operations and to provide for
public safety, or for conformance with the haffic control plan, provide competent
flaggers to regulate the safe flow ofhaffic.
B. Flaggers shall be properly equipped and certified by ATSSA.
1.5 WARNING SIGNS AND LIGHTS
A. When required by the traffic conhol plan or public safety the CONTRACTOR
shall provide barricades, warning lights and signs for:
1. Open henches and other excavations
2. Obstructions such as material piles, moving or parked equipment and earth
embanl<rnents.
3. The CONTRACTOR shall illuminate all barricades and obstructions from
sunset to sunrise with appropriate warning lights.
Effective barricades with appropriate warning and informational sips
shall be placed to protect driveways and roads.
Signs and barricades are subject to the review and acceptance of the
ENGINEER.
PART2 MATERIALS-NOTUSED
PART3 EXECUTION_NOTUSED
4.
5.
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END OFSECTION
TRAFFICCONTROL T
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tz-2742
PART I
SECTION OT 66 OO
DELIVERY, STORAGE AND IIAI\DLING
GENERAL
GENERAI
A. The word'?roducts," as used herein, is defined to include purchased items for in-
corporation into the Work, regardless of whether specifically purchased for pro-
ject or taken from CONTRACTOR's stock of previously purchased products.
B. The word "Materials," is defined as products which must be substantially cut,
shaped, worked, mixed, finished, refined, or otherwise fabricated, processed, in-
stalled, or applied to form units of work.
C. The word "Equipment," is defined as products with operational parts, regardless
of whether motorized or manually operated, and particularly including products
with service connections (wiring, piping, and other like items).
D. Definitions in this paragraph are not intended to negate the meaning of other terms
used in Contract Documents, including "specialties," "systems," "structure,"
"finishes," i'accessories," "furnishings," "special construction," and similar
terms, which are self-explanatory and have recognized meanings in the construc-
tion industry.
PRODUCT DELMERY - STORAGE - HANDLING
C.
The CONTRACTOR shall deliver, handle, and store products in accordance with
manufacturer's written recommendations and by methods and means, which will
prevent damage, deterioration, and loss including theft.
Delivery schedules shall be controlled to minimize long-term storage of products
at site and overcrowding of construclion spaces.
CONTRACTOR shall provide delivery/installation coordination to ensure mini-
mum holding or storage times for products recognized to be flammable, hazard-
ous, easily damaged, or sensitive to deterioration, theft, and other sources of loss.
The CONTRACTOR shall inspect products upon delivery to ensure compliance
with the conffact Documents, and to ensure that products are undamaged and
properly protected.
A.
B.
D.
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T 0l 66 00 DELIVERY, STORAGE AND HANDLING
It2-27-02
1.3 TRANSPORTATION AND HANDLING
Products shall be hansported by methods to avoid product damage and shall be
delivered in undamaged condition in manufacturer's unopened containers or
packaging.
The CONTRACTOR shall provide equipment and personnel to handle products,
materials, and equipment including those provided by OWNER, by methods to
prevent soiling and damage.
The CONTRACTOR shall provide additional protection during handling to pre-
vent marring and otherwise damaging products, packaging, and surrounding sur-
faces.
STORAGE AND PROTECTION
A. Products shall be stored in accordance with manufacturer written instructions,
with seals and labels intact and legible. Sensitive products shall be stored in
weather-tight enclosures and temperature and humidity ranges shall be maintained
within tolerances required by manufacturer's written instructions.
B. For exterior storage offabricated products, they shall be placed on sloped supports
above ground. Products subject to deterioration shall be covered with impervious
sheet covering; ventilation shall be provided to avoid condensation.
C. Loose granular materials shall be stored on solid surfaces in a well-drained area
and shall be prevented from mixing with foreign matter.
D. Storage shall be arranged to provide access for inspection.
E. The CONTRACTOR shall periodically inspect to assure products are undamaged
and are maintained under required conditions.
F. Storage shall be arranged in a manner to provide access for maintenance of stored
items and for inspection.
MAINTENANCE OF LONG-TERM EQUIPMENT STORAGE
A. For mechanical and electrical equipment in long-term storage, the CONTRAC-
TOR shall provide a copy of the manufacturer's service instructions to accompany
each item, with notice on enclosed instruction shown on exterior of package.
B. Equipment shall be serviced on a regularly scheduled basis, and a log ofservices
shall be maintained and submitted as a record document to the ENGINEER.
2 DELryERY. STORAGE AND HANDLING
B.
C.
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project struch'e in a manner that w'r not
I PART2 MATERTALS-N'r'.En
I PART3 EXECUTTON-NOTUSED
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END OFSECTION
3 DELryERY,STORAGEANDHANDLING
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SECTTON Or 7123
F'IELD ENGINEERING. MATERIALS TESTING AIID SURVEYING
PART 1- GENERAL
1.I GENERAL
A. The CONTRACTOR shall assist and cooperate with the OWNER and
ENGINEER to access the work to perform the OWNER's quality assurance work.
1.2 SURVEY
A. The OWNER will provide horizontal and vertical survey control for the project.
B. The CONTRACTOR will be required to perform surveys that are necessary to
layout structure and pipeline lines, alignments, grades and elevations from the
OWNER's provided control.
C. The OWNER may elect to review and or veri$ CONTRACTOR established
lines, grades and elevations by surveys. The CONTRACTOR shall provide
access to project work for these surveys.
D. OWNER performed reviews or surveys shall not relieve the CONTRACTOR's
responsibility for correct lines, grades, elevations and structure layout.
1.3 CONSTRUCTIONSTAKEOUT
A. The CONTRACTOR shall perform construction stakeout using qualified,
competent personnel.
B. The CONTRACTOR shall stake pipelines at horizontal points of intersection
(PI's), grade changes and at 50 foot intervals or less, to properly construction the
pipe.
C. All survey data developed by the CONTRACTOR in performing surveys shall be
available to the ENGINEER for review throughout the construction time period.
D. The CONTRACTOR construction survey personnel shall enter all survey notes
and construction stakeout cut notes into a hard cover field book.
1. The CONTRACTOR shall zubmit a copy of cut sheets to the
ENGINEER a minimum of 36 hours is advance of construction activities
so that the lines and grades may be reviewed prior to construction.
I FIELD ENGINEERING, MATERIALS
TESTING AND SURVEYING
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2. The CONTRACTOR shall submit all field books, notes, cut sheets and
other data developed by the CONTRACTOR in performing surveys to
the ENGINEER along with other documentation that may be required
for Final Acceptance.
FIELD ENGINEERING
A. A project representative from the OWNER and/or ENGINEER will be assigned to
the project to review work in progress.
B. The CONTRACTOR is required to perform quality control as described in
SECTTON 01440 - CONTRACTOR QUALmY CONTROL.
C. Any construction performed at times other than the normal weekday working
hours of 7:00 A.M. to 5:00 P.M. that requires construction observation (excluding
the floor and roof slab concrete placement) may, at the option of the OWNE& be
charged to the CONTRACTOR.
D. Whether or not construction observation will be performed or necessary will be
determined by the ENGINEER.
E. Should the CONTRACTOR fail to complete the project within the Contract time,
construction observation and consulting time required during the completion of
the project will be charged to the CONTRACTOR and subtracted from any
amounts due from progress payments. Whether or not construction observation
will be performed or necessary will be determined by the ENGINEER.
SOLS COMPACTION TESTING FOR PIPELINE TRENCH BACKFILL AND SITE
EARTHWORK
C.
The CONTRACTOR is required to retain a consultant to perform quality control
geotechnical materials testing to determine the conformance of the work with the
Specifications.
The frequency of the CONTRACTOR's compaction tests shall be in conformance
with the standard of care exercised on similar projects in Colorado.
A geotechnical firm retained by the ENGINEER or OWNER will perform on-site
quality assurance soils materials consulting and testing services for the OWNER
to determine the acceptablity of the work.
Areas for which the OWNER's tests show noncompliance shall be removed and
recompacted to conform to the Specifications upon receipt of the test results. All
costs for reworking and retesting backfill material to meet the Specification
requirements shall be at the CONTRACTOR's expens€.
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FIELD ENGINEERING, MATERIALS
TESTINGAND SURVEYING I
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CONCRETE TESTING SERVICES
Unless otherwise noted in these specifications or in the Drawings, the OWNER or
ENGINEER will retain a concrete materials testing firm to perform on-site
concrete materials consulting and quality assurance testing services.
The CONTRACTOR shall assist the testing firm with concrete sampling and
testing. The CONTRACTOR shall provide test site areas designated by the
OWNER. The test sites shall be approximately 150 square feet in area, level, and
accessible at all times.
The CONTRACTOR or the concrete producer is required to perform
maturity testing of the concrete to aid in predicting the strengtl of concrete
to determine the proper time for loading post-tensioning and termination of
cold weather protection. Maturity testing is required for all floors flabs,
walls, beams and suspended slabs.
Concrete quality control sampling or testing of concrete by the OWNER or
ENGINEER as found in paragraph A above. However, in the event that the
CONTRACTOR desires to perform concrete materials quality conhol testing,
make concrete cyclinders for compression testing to facilitate formwork cycling or
other tests such as permeability or shrinkage tests, requires advice or consultations
regarding concrete materials or if non-conforming materials are supplied or work
occurs, the CONTRACTOR shall retain the services of a concrete materials
consultant to work on his behalf.
END OFSECTION
FMLD ENGINEERING, MATERIALS
TESTING AND SURVEYING
B.
C.
D.
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I SECTTON 0l7l34
TRJE AND LAI\DSCAPE PROTECTION
I PARTI GENERAL
I I.I GENERALrA. The CONTRACTOR shall exercise care to avoid damaging trees, landscaping and
irrigation systems that are not to be removed during the course of the Work.
I
. I.2 PROTECTION OF TREES AND LANDSCAPING:
I A. The CONTRACTOR shall competently supervise excavating, grading, filling and
other construction operations to prevent damage to trees and landscaping,
including irrigation systems that are not marked for removal.I
B. The CONTRACTOR shall erect barricades or construction safety fence around
trees, shrubs and other landscaping such as grass and rock to be saved and handI trim branches with a hand saw or chain saw. Breaking of branches by hand or
machinery is prohibited. In so far as it is possible the CONTRACTOR shall
I protect the root zones of trees and shrubs-
C. The CONTRACTOR shall avoid traffic or parking, stockpiling of materials,
I especially materials detrimental to trees and plantings, excavated soils and refuse,
or detrimental drainage near landscaping or trees that are not marked for removal.
I I.3 REMEDIATIoN oFDAMAGED TRESS AND LANDSCAPING:I
r A. The CONTRACTOR shall be responsible for the timely replacement of damaged
t trees and landscaping not marked for removal.
- B. The Contractor will be required to replace damaged landscaping with similarI iffi:5'Jik*$l'ffinT,il$iffffiil"s'fiHrifl:t1ilHff*of'lhese
I c ffiTJ;:if:::'*i:fi',:T:""::il:T;1Ti'il,:,t"T'Jl:;""ffif'*
I PART 2 MATERIALS _ NOT USED
I PART3 EXECUTION-NOTUSED
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END OF SECTION
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I u7134 TREE AND LANDSCAPE PROTECTION
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ICity of Fort Collins - Water Utilities
Section 01720 - Page 2 of 2
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I MATNTENAN." 3?"SH[frt+Jft* opERArroN
I PART I GEr\-ERALr
1.1 GENERAL
I A. This work covered under these section sets responsibilities for both the CONTRACTOR
and OWNER to maintain continuous water system operation.
t r.2 NEEDFORCONTTNUOUS SERVTCE:
I A. The OWNER will cooperate with the CONTRACTOR to make arrangements for
I continuity of water service and operation ofvalves.
B. Existing utility systems are devoted to public seryice and shall be kept in continuous
I servrce.
I 1.3 CoNNECTTONTODilSTTNGFACILITIES
I A.
ffir""f*CTOR
shall thoroughly plan in advance of making connections to existing
B. The OWNER shall operate or superr"ise the operation of valves or other appurtenances on
existing water utilities except in case of an emergency.
I C. The CONTRACTOR shall notifu the OWNER atleast72 hours in advance of a need to
operate a valve or other appurtenance.
I 1.4 MATNTENANCEOFOPERATION:
A. The CONTRACTOR shall maintain the existing water system in continuous service
except as specially authorized by the OWNER.
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I PART3 EXECUTION_NOTUSED
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SYSTEM OPERATIONS
017136
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Qt-2743
PART 1
SECTION OI7416
SITE MAINTENANCE
GENERAL
SITE RESTORATION AND CLEAN-UP
A. The CONTRACTOR, At all times during the work, shall keep the premises clean
and orderly, and upon completion of the work, repair all damage caused by equip-
ment and leave the project free of rubbish or excess materials of any kind.
B. Stockpile excavated materials in a manner that will cause the least damage to ad-
j acent lawns, grassed areas, gardens, shrubbery, or fences regardless of whether
these are on private property, or on Town, State, or County rights-of-way.
C. Remove all excavated materials from grassed and planted areas, and leave these
surfaces in a condition equivalent to their original condition.
D. All existing drainage ditches and culverts shall be reopened and grade and natural
drainage restored. Restore culverts broken or damaged to their original condition
and location.
E. Upon completion of filling and grading operations, hand-rake and drag all former
grassed and planted areas, leaving all disturbed areas free from rocks, gravel, clay
or any other foreign material.
F. The finished surface shall be fiee draining and free from holes, ruts, rough spots,
or other surface features detrimental to a seeded area.
FIMSHING OF SITE, BORROWAND STORAGE AREAS
A. Upon completion of the project, all areas used by the CONTRACTOR shall be
properly cleared of all temporary structures, rubbish, and waste materials and
properly graded to drain and blend in with the abutting property.
B. Areas used for the deposit of waste materials shall be finished to properly drain
and blend with the surrounding terrain.
STREET AND ROAD CLEAN TIP DURING CONSTRUCTION
Thoroughly clean all spilled dirt, gravel, or other foreign material caused by the
construction operations from public and private roads and streets at the conclusion
ofeach day's operation.
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I0t-2743
1.4 DUST PREVENTION
A. Give all unpaved sheets, roads, detours, or haul roads used in the constuction
area an approved dust-preventive treatment or periodically water to prevent dust.
B. Applicable environmental regulations for dust prevention shall be strictly fol-
lowed.
PART 2 _ MATERIALS - NOT APPLICABLE
PART 3 _EXECUTION. NOT APPLICABLE
EI\D OFSECTION
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01 74 t6 SITEMAINTENANCE
B.
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SECTION 01 89 29
MOVE IN AND SITE PREPARATION
PART1 GENERAL
I.1 WORKINCLUDED
Prepare the site for construction.
Move in personnel and equipment.
Set up temporary offices, buildings, facilities and utilities.
t.2 SITE CONDITIONS
An area will be designated for CONTRACTOR's parking, staging and storage.
These meas maybe shown on the Drawings.
1.3 SITE PREPARATION FOR CONTRACTOR OCCIJPANCY
G.
The CONTRACTOR shall provide all temporary facilities as required for
performing the work.
It is the responsibility of the CONTRACTOR to suitably maintain the area
designated for field offices, parking, staging and storage.
The CONTRACTOR may construct a temporary security fence for the protection
of materials, tools, and equipment. The CONTRACTOR is responsible for
maintenance of the fence during the construction period. Upon completion of
work, the security fence shall be removed from the site by the CONTRACTOR.
The CONTRACTOR shall provide adequate parking facilities within the
designated area for personnel working on the project.
The CONTRACTOR shall obtain the necessary permits for connection to
necessary services provided by utility companies serving the project area.
Materials, equipment, and work required for temporary storm water management
during the construction period shall be provided by the CONTRACTOR as
required to ensure public safety and to protect the work in progress and materials
stored on site.
The CONTRACTOR shall set-up temporary construction facilities in a neat and
orderly manner within designated are4 accomplish all required work in
B.
C.
D.
E.
F.
ot 89 29 I MOVEINANDSITEPREPARATION
I
PART 2
accordance with applicable portions of these Specifications and con-fine
operations to work area shown.
MATERIALS - NOT USED I
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3.2
3.3
3.4
PART3 EXECUTION
3.I CONSTRUCTION STAJqNG
A. The CONTRACTOR shall stake out the consfruction, establish temporary
benchmarks, lines, levels, batterboards, reference points, centerlines, and verify all
dimensions in relation to connection with existing facilities- The
CONTRACTOR shall be solely responsible for all errors in connection with this
work.
B. Prior to commenc€ment of the work, the CONTRACTOR shall report to the
ENGINEER any inconsistencies in the control survey and proposed lines, levels,
grades, dimensions, or locations shown on the Drawings.
OBSTRUCTIONS
A. The location of some utilities and obskuctions may not be shown.
B. The CONTRACTOR is advised to carefully inspect the existing facilities
performing any work.
C. The removal and replacement of minor obstructions such as electrical conduits,
air, water, and waste piping, and similar items shall be anticipated and
accomplished, even though not shown or specifically mentioned.
CUTTING AND DEMOLITION
A. Any pipes or existing structures encounlered during construction shall be
preserved until accepted for removal by the ENGINEER-
B. The CONTRACTOR shall be required to.repair pipes or skuchues in use that are
damaged during construction at no cost to the OWNER.
C. The removal of abandoned pipes shall be accepted by the ENGINEER.
REMOVAI AND SAIVAGE OF MATERIALS
A. The CONTRACTOR shall carefully remove materials specified to be reused or
salvaged so as not to damage the material.
01 89 29 MOVE IN AND SITE PREPARATION
3.5
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B. Reuse by the CONTRACTOR of salvaged material will not be permitted, except
as specifically shown or specified herein.
C. Existing materials to be removed or replaced and not specifically designated for
salvage shall become the property of the CONTRACTOR.
D. Provide and maintain dust-tight temporary partitions, bulkheads, or other
protective devices during the construction to permit normal operation of the
existing facilities. Construct partitions of plywood, insulating board, plastic
sheets, or similar material.
CLEARING TIM SITE
All areas underlying new structures, paved areas, site fills and embankrnents shall
be cleared of stumps, shrubs, brush, and other vegetative growth.
Strip ground surface of all organic materials and dispose of wood or other matter
found to a depth of 6-inches below the ground surface. Stripped material suitable
for use as topsoil shall be stockpiled on the site at an acceptable location and later
replaced dwing final grading operations. Other strippings shall be disposed of off
the site at the CONTRACTOR's expense.
Upon completion of the project, the CONTRACTOR shall remove the
construction facilities, and clean-up all areas disturbed by construction activities.
END OFSECTION
C.
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1.3
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02-0t -05
PART 1
SECTION 02 OO OO
SITE CONDITIONS
SITE ITTMSTIGATIONS AND REPRESENTATIONS
ACKNOWLEDEMENTS - LOCAL CONDITIONS
A. The CONTRACTOR acknowledges that he has satisfied himself as to the nature
and location of the work, the general and local conditions, particularly those
bearing upon access to the site; handling, storage, and disposal of materials;
availability ofwater, electricity and roads; uncertainties ofweather, river stages,
or similar physical conditions at the site; the conformation and conditions of the
ground; the equipment and facilities needed preliminary to and during the
execution of the work; and all other matters which can in any way affect the work
or the cost thereof under this Contract.
ACKNOWLEDGEMENTS - SURFACE & SLIBSURFACE CONDITIONS
A. The CONTRACTOR funher acknowledges that he has satisfied himself as to the
character, extent, quality and quantity of surface and subsurface materials to be
encountered from his inspection of the site and from reviewing any available
records of exploratory work fumished by the OWNER or included in these
Documents.
B. Failure by the CONTRACTOR to acquaint himself with the physical conditions of
the site and all the available information will not relieve him from responsibility
for properly estimating the diffrculty or cost of successfully performing the work
nor will it constitute the basis for a chanse in conditions claim.
WARRANTEES
A. The CONTRACTOR warrants that as a result of his examination and
investigation ofall the aforesaid data that he can perform the work in a good and
workmanlike mann€r and to the satisfaction of the OWNER.
B. The OWNER nssumes no responsibility for any representations made by any of its
officers or agents during or prior to the execution ofthis Contract, unless (1) such
representations are expressly stated in the Contract, and (2) the Contract expressly
provides that the responsibility therefore is assumed by the OWNER.
02 00 00 SITE CONDITIONS
I02-0 | {5
PART 2 INT'ORMATION ON SITD COI{DITIONS
2.1 SOISN.T\TESTIGATIONINFORMANON
B.
To obtain relative data concerning the character or material in and upon which the
project might be built, a soils and foundation may have been peforrned. If an
investigation was pefomred, the information and data contained in the report
would have been used to desigr the proposed project. The data is solely for the
use of the ENGINEER for its design purposes, and is neither a statement nor a
warranty of soil conditions.
Any information obtained by the ENGINEER regarding site conditions,
subsurface information, groundwater elevations, existing construction of site
facilities, and similar data will be available for inspection, as applicable, at the
office of the OWNER or ENGINEER upon request.
The report and data is made available to bidders for information purposes only
and is not a part of these Contract Documents.
Neither the ENGINEER nor the OWNER assumes any responsibility for the
completeness or interpretation of such supplementary information.
1. Differing Subsurface Conditions
a- In the event that the subsurface or latent physical conditions are
found materially different from those that this design is based on,
and differing materially from those ordinarily encountered and
generally recogrized as inherent in the character and location of
work covered in these Contract Documents, the CONTRACTOR
shall promptly, and before such conditions are disturbed, notifr the
ENGINEER in writing of such changed conditions.
b. The ENGINEER will investigate such conditions promptly and
following this investigation, the CONTRACTOR shall proceed
with the work, unless otherwise instructed by the ENGINEER.c. If the ENGINEER finds that such conditions do so materially differ
and cause an increase or decrease in the cost of or in the time
required for performing the work, the ENGINEER will recommend
to the OWNER the amount of adjustment in cost and time he
considers reasonable.
d. The OWNER will make the final decision on all Change Orders to
the Contract regarding any adjusfinent in cost or time for
completion.
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I.]NDERGROI-IND UTILITIES
Known utilities and structures adiacent to or encountered in the work are shown
on the Drawings.
The locations shown are taken from existing records and the best information
available from existing utility plans, however, it is expected that there may be
some discrepancies and omissions in the locations and quantities of utilities and
structures shown.
C. Those shown are for the convenience of the CONTRACTOR only,
responsibility is assumed by either the OWNER or the ENGINEER
accuracy or completeness.
CONTRACTOR'S RESPONSIBILITY FOR UTILITY PROPERTIES AI\D
SER\IICE
3.1 GENERAL
A.
B.
A.
B.
C.
D.
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and no
for their
PART 3
Where the CONTRACTOR's operations could cause damage or inconvenience to
railway, telegraph, telephone, television, oil, gas, electricity, water, sewer, or
irrigation systems, the operations shall be suspended until all arrangements
necessary for the protection of these utilities and services have been made by the
CONTRACTOR.
Notify all utility offrces that are affected by the construction operation at least 48
hours in advance. Under no circumstances expose any utility without first
obtaining permission from the appropriate agency. Once permission has been
granted, locate, expose, and provide temporary support for all existing
underground utilities.
The CONTRACTOR shall protect all utility poles from damage. If interfering
power poles, telephone poles, guy wires, or anchors are encountered, notifr the
ENGINEER and the appropriate utilify company at least 48 hours in advance of
construction operations to permit the necessary arrangements for protection or
relocation of the interfering structure.
The CONTRACTOR shall be solely and directly responsible to the OWNER and
operators of such properties for any damage, injury, expense, loss, inconvenience,
delay, suits, actions, or claims of any character brought because of any injuries or
damage which may result from the construction operations under this Contract.
02 00 00 SITE CONDITIONS
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E. Neither the OWNER nor its officers or agents shall be responsible to the
CONTRACTOR for damages as a rezult of the CONTRACTOR's failure to
protect utilities encountered in the work.
F. If the CONTRACTOR while performing the Contract discovers utility facilities
not identified in the Drawings or Specifications, he shall irnmediately notifu the
OWNER, utility, and the ENGINEER in writing.
G. ln the event of intemrption to domestic water, sewer, storm drain, or other utility
services as a result of accidental breakage due to construction operations,
promptly noti! the proper authority. Cooperate with said authority in the
restoration of service as promptly as possible and bear all costs ofrepair. In no
case shall intemrpfion of any water or utility service be allowed to exist outside
working hours unless prior approval is granted.
H. The CONTRACTOR shall replace, at his own expens€, any and all other existing
utilities or structures removed or damaged during construction, unless otherwise
provided for in these Contract Documents or ordered by the ENGINEER.
INTERFERING STRUCTURES
A. Take necessary precautions to prevent damage to existing structures whether on
the surface, aboveground, or underground.
B. An attempt has been made to show major structur€s on the Drawings.
C. The completeness and accuracy cannot be guaranteed, and it is presented simply
as a guide to avoid known possible difficulties.
FIELD RELOCATION
C.
During the progress of construction, it is expected that minor relocations of the
work will be necessary.
Relocations shall be made only by direction of the ENGINEER.
If existing structures are encountered that prevent the construction, and that are
not properly shown on the Drawings, notifo the ENGINEER before continuing
with the construction in order that the ENGINEER may make such field revision
as necessary to avoid conflict with the existing structures.
If the CONTRACTOR shall fail to so notiff the ENGINEER when an existing
slructure is encountered, and shall proceed with the conskuction despite the
interference, he shall do so at his own risk.
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3.4 EASEMENTS
Where portions of the work are located on private property, easements and
permits will be obtained by the OWNER.
When portions of the work are located on public property, any required permits
shall be obtained by the CONTRACTOR.
Easements obtained by the OWNER will provide for the use of the property for
construction purposes to the extent indicated on the easements.
D. Copies of these OWNER obtained easements and permits are available upon
request to the OWNER.
It shall be the CONTRACTORs responsibility to determine the adequacy of the
easement obtained in every case and to abide by all requirements and provisions
of the easement.
The CONTRACTOR shall confine his construction operations to within the
easement limits or make special arrangements with the property owners or
appropriate public agency for the additional area required.
Any damage to property, either inside or outside the limits of the easements
provided by the OWNER, shall be the responsibility of the CONTRACTOR as
specified herein.
The CONTRACTOR shall remove, protect, and replace all fences or other items
encountered on public or private property.
Before final payment will be authorized by the ENGINEER, the CONTRACTOR
will be required to furnish the OWNER with written releases from property
owners or public agencies where side agreements or special easements have been
made by the CONTRACTOR or where the CONTRACTOR's operations, for any
reason, have not been kept within the construction right-of-way obtained by the
OWNER.
J. It is anticipated that the required easements and permits will be obtained before
construction is started. However, should the procurement of any easement or
permit be delayed, the CONTRACTOR shall schedule and perform the work
around these areas until such a time as the easement or permit has been secured.
LANDMONUMENTS
The CONTRACTOR shall notify the ENGINEER of any existing Federal, State,
Town, County, and private land monuments encountered. Private monuments
02 00 00 SITE CONDITIONS
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B.
shall be preserved, or replaced by a licensed surveyor at the coNTRACToR's
expense.
when Govemment monuments are encounrered, the coNTRAcroR shall notifi
the ENGINEER at least two weeks in advance of the proposed constuction in
order that the ENGINEER will have ample opportunity to notiff the proper
authority and reference these monuments for later replacement.
EI\[D OFSECTION
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SECTTON 02 40 00
REMOVAL OF STRUCTTJRES AIID OBSTRUCTIONS
PART I GEI\TIRAL
1.I V/ORKINCLIJDED
D.
PART2
This section of the specifications will govern the demolition, removal and legal
disposal ofslope and ditch paving, abandoned utility services, curb, gutter, utility
pipe, manholes, culvert pipe, fence, sidewalk, bridges or parts of bridges,
guardrail, detours, signs, signals, foundations, pavements, concrete inlet boxes,
headwall, individual sewage disposal systems and any other obstructions that are
not designated or permitted to remain. The CONTRACTOR shall furnish all
laboq materials and equipment required to complete the work described herein
and as shown in the Drawings to permit installation of equipment or materials as
required.
The work shall also include salvaging, stockpiling and loading materials
designated to be salvaged, sandblasting, plryging structures, cleaning culverts,
and sawing and cutting to facilitate controlled breaking and removal of concrete
and asphalt to a neat line. Except in areas to be excavated, the resulting trenches,
holes, and pits shall be backfilled.
Materials removed and not designated to be salvaged or incorporated into the
work shall become the property of the CONTRACTOR- Material salvaged shall
become the property of the OWNER.
Also see SECTION 3l ll 00 - CLEARING AND GRUBBING for removal of
trees and brush.
MATERIALS
2.1 SALVABLE MATERIAL
All salvable material designated in the Drawings or specified in the Specifications
(boulders) to remain the property of the OWNER shall be removed without
damage, in sections or pieces, that may readily be transported, and shall be
stockpiled by the CONTRACTOR at specified locations within the project limits.
The CONTRACTOR shall safeguard salvable materials and shall be responsible
for the expense of repairing or replacing damaged or missing material.
REMOVAL OF STRUCTURES
AND OBSTRUCTIONS
02 40 00
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3.2
3.3
3.4
PART3 EXECUTION
3.1 SIGNS AND TRAFFIC SIGNATS
Removal of signs shall include removal of posts, footings, pedestals, sign panels
and brackets. concrete adhering to signs to be salvaged, and provided to the
OWNER, shall be removed.
B. Removal of sigr panel shall include removal of the panel and its attachment
hardware from the existing installation and adjusting the spacing of any remaining
sign panels.
DETOURS
A. The coNTRACToR shall completely remove any detour, including appurtenant
items such as culverts, signs and other structures, and dispose the materials in
accordance with this specifi cation.
PAVEMENTS, SIDEWALKS, STRUCTURES AND CURBS
A. All concrete pavement, sidewalks, stuctures, curbs, gutters, etc., designated for
removal, shall be broken up and disposed of from the site.
PORTIONS OF CONCRETE STRUCTURES
A. Portions of existing structures within the limits of the new structure or desipated
to be partially removed shall be removed as necessary to accommodate
construction of the project. That portion of the existing structure desigrated to
remain in place shall be protected from damage. All damage to structures
designated to remain in place shall be repaired at the coNTRACToRs expense.
The method of repair shall be reviewed and accepted by the ENGINEER.
B. The concrete shall be sawed to facilitate controlled breaking and removal of
concrete. Sawing shall be done to a true line, with a vertical face, unless
otherwise specified or shown in the Drawings. The minimum depth of a saw cut
in concrete shall be two inches in depth or to the depth ofthe reinforcing steel,
whichever is less.
c. Reinforcing steel projecting from the structure designated to remain, shall be
cleaned and aligned to new construction when applicable. Required dowels shall
be securely grouted in place in accordance with detaits shown in the Drawings.
All exposed reinforcing steel shall be cleaned by sandblasting. The steel shall be
free of oil, dirt, concrete fragments or laitance, loose rust scale and other coatings
that would prevent or inhibit bond with the new concrere.
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REMOVALOFSTRUCTURES I
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3.5 DISPOSAL OF MATERI,ALAND DEBRIS
A. No material or debris shall be disposed of within the project limits without the
written permission of the ENGINEER.
B. Material to be disposed of off-site shall be legally transported and disposed of in
accordance with applicable local, state and federal regulations. The
CONTRACTOR shall make all arrangements to obtain written permission from
property ovr'ners for disposal locations outside the limits of the project. Copies of
the written agreements shall be provided to the ENGINEER before the disposal
area is used.
EXTENT OF REMOVAL
A. When permitted by the ENGINEER, or desigrrated in the Drawings, portions of
structures to be demolished shall be removed as indicated on the Drawings to not
less than two feet below finished grade beneath any roadway, structure, pipeline
or similar improvement.
PAVEMENT MARKINGS
A. Pavement markings shall be removed from the pavement to the maximum extent
possible by methods that do not materially alter or damage the surface or texture
of the pavement. The method of pavement marking removal shall be submitted in
writing, reviewed and accepted by the ENGINEER. Operations that do not
produce acceptable removal will not be permitted. Materials deposited on the
pavement as a result of removal of pavement markings shall be promptly removed
so as no to interfere with traffic, roadway drainage or cause a safety issue to the
public.
END OFSECTION
REMOVAL OF STRUCTURES
AND OBSTRUCTIONS
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PART I
SECTION 03 11 13
CAST-IN-PLACE CONCRETE FORMING
GENERAL
WORK INCLUDED
A. The CONTRACTOR shall supply all labor, tools, equipment and materials to set
forms for the proper placement of concrete for structures such as vaults and water
retaining structures.
B. It is the CONTRACTOR's responsibility to design and build adequate forms and
to leave them in-place until they can be safely removed and without damaging
such as pealing, the concrete.
C. The CONTRACTOR is responsible for damage and injury caused by rernoving
forms carelessly or before the concrete has gained sufficient strength. Means and
methods of repair shall be reviewed by the ENGINEER prior to performing the
work.
D. The review of formwork submittals is performed only for the limited purpose of
checking for conformance with this specification. The review shall not include an
assessment of items such as the accuracy or applicability of the design, complete-
ness of details, dimensions, gauges, construction means or methods, safety pre-
cautions, all of which are the sole responsibility of the CONTRACTOR.
E. All wall and suspended slab formwork, and if required shoring and reshoring,
shall be desigred by a Professional Engineer licensed to practice in the state
where the project is located and having a minimum of five years' experience in
the desigrr of concrete formwork or form systems.
F. The CONTRACTOR shall form footings and walls of buried structures, Place-
ment of concrete against the soil excavated to serve as a vertical form is prohib-
ited.
QUALITY STANDARDS
A. American Concrete lnstitute
ACI 318 - Building Code Requironents for Structural Concrete
ACI SP-4 - Formwork for Concrete
B.
CAST-IN-PLACE
CONCRETE FORMING
l.
2.
03 ll 13
American Plywood Association
05-2446
PS I - US Product Standard for Construction and Industrial Plvwood
J20 - Grades and Specifications
V345 - Concrete Forming
1.3 SUBMITTALS
l. Design, placement and maintenance of formwork and form systems are the
responsibility of the CONTRACTOR. Submittals other than listed herein
are not required nor will they be reviewed. The formwork submittal draw-
ing shall show the location of all ties relative to reinforcing, including
post-tansioning steel, to ensure proper clearance.
Product Technical Data
L Manufacturer and type of form materials
2. Manufacturer and type of form ties
3. Manufacturer and type of void form including compressive strength
4. Manufacturer of form release agent
Formwork Design
1. Wall and suspended slab formwork drawings shall be stamped with the
seal of the desigrring engineer and sigrred in accordance with the profes-
sional engineer registration laws where the project is located.
PRODUCTS
GENERAL
A. For the purposes ofthis specification exposure shall be defined as a surface, inte-
rior or exterior, ofa structure tbat will be exposed to view during its use. For ex-
ample, the interior wall of a buried water retaining structure is a surface exposed
to view.
B. Hand set "modular" or "panel" forms shall be "as-new" condition. The plywood
panels used in hand set forms shall be free of defects, such as splintered wood,
and appearance subject to the acceptance or rejection by the ENGINEER. Forms
that are rejected shall be re-faced, repaired to the satisfaction of the ENGINEER
or rernoved from the project. Acceptance or rejection is not an evaluation ofthe
structural integrity of the form or form systern, but only an evaluation of the ap-
pearance ofthe form and its likely impact on the finished concrete surface.
CAST-IN-PLACE
CONCRETE FORMING
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PART 2
2.1
03 11 13
I 05-2446
I C. Three inches ofclearance is required between any tie and an edge ofa concrete
face.
I 2.2 FORMS FOR CURVED OR STRAIGHT SURFACES EXPOSED TO VIEW
I A. Walls
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l. APA B-B Plyform Class I, Exterior, PS-l-83. The plywood shall be mill
I oiled and edge sealed.I 2, Symons hand set steel-ply forms, or equal, faced with APA High Density
Overlay Plyform Class I Exterior.
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Sffi"f ;,$:#:xli"#tJi:gang
forms' faced with ApA Hish Densitv
t B. Floor and Roof Slabs
I l. APA B-B Plyform Class I, Exterior, PS-l-83. The plywood shall be mill
I oiled and edgesealed.
r C. Columns
f 1. Regardless of materials of construction the forms shall be such to permit
I bracing in two directions at half-height and full height at a minimum. Two
t braces at 90o are required at halfand full height.
2. Steel of sufficient thickness that the form will remain true to shape after
I numerous repetitive uses.I 3. Fiberglass of sufficient thickness that the form will remain true to shape.
I 23 FoRMS FoR suRFACES Nor EXposED To vrnwI
A. All SurfacesIIIr 1. Wood or steel sufficiently tight to prevent mortar leakage.
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t 2.4 FORM rrES
r A. Water Retaining Structures and Below Grade Structures
I 1 Only ties manufactured by Symons are acceptable.
I a. S-Panel Ties with water seal and one-inch break back cones on
both tie ends shall be used on all hand set wall forms.
b. No equivalents.
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03 11 13 3 CAST-IN-PLACE
I CONCRETE FORMING
t05-2446
2. Gates & Sons gang forms, or equivalent, shall utilize stay-in-place inner
with water seal (No. 9) style ties and Type A or B rernovable tie ends with
| 112-nch "break-back" cone recess. No equivalents.
3. Through-wall tapered removable ties are unacceptable.
4. Ties lacking positive locking control ofsection thickness are unacceptable.
B. Twisted wire ties with loops to hold forms in position are not permitted.
2.7 CHAMFER STRIP
A. Chamfer ships (3/4 inch) shall be placed in the comers of forms and at the tops of
walls or up-turned footings, to produce beveled edges on permanently exposed
concrete surfaces. Interior angles of intersecting concrete surfaces and edges of
construction joints shall not be beveled unless otherwise indicated in the Draw-
ings. The chamfer strip may be made of wood or polyvinyl chloride (PVC).
2.8 STIFFBACKS
A. Stif{backs for wall forms shall be constructed of aluminum channels, lumber or
Glulams, which are uniform in width and thickness, free from knots and other zur-
face defects. Only one joint is permitted in the board of a stiffback and joints
shall be offset so as to not occur at the same point. Stiffbacks shall extend to a
point not less than six inches above the top of forms'
2.9 WHALERS
A. Whalers for wall forms shall be constructed of aluminum channels or lumber,
which is uniform in width and thickness and free from knots and other defects.
B. Whalers for curved walls shall maintain the desired degree of curvature.
2.IO WEDGE INSERTS
A. When permitted by the ENGINEER at the tops of walls or columns, wodge inserts
may be used to support future formwork or catwalks. The inserts shall be Rich-
mond Screw Anchor, or equal.
2.II FORM RELEASE AGENT
A. Magic Kote by Symons CorP.
B. US Spec Ezkote Green
CAST-IN-PLACE
CONCRETE FORMING
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B.
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D.
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05-2446
PART 3 EXECUTION
3.1 GENERAL
Forms shall be used, wherever necessary, to confine the concrete and shape it to
the specified lines and grades as shown on the Drawings. The CONTRACTOR
shall set and maintain concrete forms so as to ensure completed work is within all
applicable tolerance limits. If a type of form does not, in the opinion of the EN-
GINEER, consistently perform in an acceptable manner, the type of form shall be
changed and the method of erection shall be modified by the CONTRACTOR,
subject to the review of the ENGINEER.
Forms shall have sufficient strength to withstand the pressure resulting from
placernent and vibration of concrete, and shall be maintained rigidly in position.
The desigrr of formwork and placing rate of concrete with medium and high-range
water reducing agents shall be adjusted to compensate for the greater hydraulic
pressures exerted on the forms by concrete of high fluidity.
Forms shall be clean and free from mortar and other foreigrr material from previ-
ous use prior to being placed.
The CONTRACTOR shall demonstrate that forms are vertical, proper alignment,
grade or radius when requested by the ENGINEER.
The CONTRACTOR shall review the formwork prior to concrete placement to
ensure that all ties and tie keys locking the formwork to the tie are in place'
The CONTRACTOR shall review all ties prior to their use to ensure proper weld-
ing and lack of defects such as nicks, which could compromise their performance.
Form ties shall not be bent to rernedy alignment conflicts between form ties and
reinforcing steel. Bent ties shall be removed and replaced with straight ties and
the alignment conflict resolved with the ENGINEER.
3.2 FORM SURFACE TREATMENT
Prior to placing reinforcing steel coat the forms with a non-staining release agent
that will effectively prevent the absorption of moisture and plevent bond of the
concrete to the form. Contact with hardened concrete against which fresh con-
crete is to be placed is prohibited. All bond breaking materials or processes shall
be used only after acceptance by the ENGINEER. Care shall be taken in applying
form oil to avoid contact with reinforcernent steel. Embedded material, which be-
comes coated with form oil, shall be thoroughly cleaned or replaced at the ex-
pense of the CONTRACTOR.
CAST-IN-PLACE
CONCRETE FORMING
03 I I 13
B. For Potable Water Facilities
l. Form release agents for potable water facilities, such as treated wat€r stor-
age reservoirs or water featment plants, shall be non-toxic 30 days after
application.
TOLERANCES
A. Tolerances are defined as allowable variations from specified alignrnents, grades
and dimsnsions. Allowable variations from specified alignments, grades and di-
mensions are prescribed in the following sub-section. Descriptions of these crite-
ria can be found in Part 2 of the ACI Manual of Concrete Practice, Commentary
of Standard Specifications for Tolerances for Concrete Construction and Materials
(ACI1l7).
B. Footings
l. Level
a. Variation from specified elevation +ll2 inch, ' l/2 inch
b. Relative Grid Alignment: ( 1 I inch
2. Cross-sectional dimension
a. Horizontal dimension: Variation +2 inch, -ll2inch
b. Vedical dimension (thickness): Variation t ll2inch
B. Walls
l. Vertical Alignment
a. Variation from Specified plumb S3l8 inch (tull wall height)
b. Vmiation from specified plurnb Sl/4 inch in eight feet
2. Radius
a. Variation in Radius in any 20 feet of wall length: ! l/2 inch
b. Variation in Radius in a segment: ( I inch
3. Grade top ofwall
a. Variation from specified elevation +l/4 inch, - 1/4 inch
4. Thickness
CAST-IN-PLACE
CONCRETEFORMING
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3.5
a. Variation in desigrr thickness, -0 inch, +l/4 inch
C. Openings
l. Floor Slab, Wall and Roof Slab Openings:
a. Radius: + l/8 inch, - l/8 inch
b. Location: Variation t2 inches
c. Out of Round: + l/8 inch, - l/8 inch
d. Cross-section (non-circular) Dimensions: < + I inch
PLUMB AND STRING LINES
A. Plumb and string lines shall be installed on wall forms before, and maintained,
during concrete placernent. There shall be sufficient number of plumb or string
lines in walls, for example at every other stiffback, properly installed to permit
continuous monitoring.
B. During concrete placement, the CONTRACTOR shall continually monitor plumb
and string line positions and immediately correct deficiencies.
C. The plumb and string lines shall extend to a point at least six inches above the top
of wall or column.
FORMWORKCAMBER
A. In order to maintain specified tolerances ofjoists, beams or slabs zubject to dead
load deflection, the CONTRACTOR shall camber formwork to compensate for
dead load deflection prior to hardening ofthe concrete.
HAND SETMODULARFORMS
A. Hand set modular forms, such as Symons hand set steel-ply forms, may be placed
in any pattem provided that it can be shown that the constructed wall meets the
tolerance requirements of this specification.
FORMWORKCLOSURE
A. Forms shall not be placed until the ENGINEER has performed a final review of
items such as the reinforcing steel and waterstops. Reviews shall be scheduled no
later than 24 hours prior to closing the formwork.
B. The CONTRACTOR shall use compressed air from an air-compressor to blow-
out construction debris and dirt at the bottom of sections or members to be placed
such as walls, slabs, beams and columns, prior to placing forms or concrete' The
CAST-IN-PLACE
CONCRETE FORMINGI03 lt t3
05-24-06
CONTRACTOR shall demonstate to the ENGINEER that all debris, zuch as
loose concrete particles, saw dust, loose tie wire, bar tags, tape, trash, ice, snow
and dirt have been thoroughly rernoved.
HOT OR COLD WEATHER PLACEMENT AND STEEL FORMS
Prior to placing concrete when steel forms are used, the forms shall be heated
when the surface ternpsrature ofthe form is below 40o F or cooled when the sur-
face temperature of the form is above 90o F.
If water is used to cool forms where ponding of water may occur, i.e., at the bot-
tom of a wall, the water shall be permitted to drain prior to placing concrete.
3.IO REMOVALOFFORMS
A. The forms for any portion of a structure shall not be removed until the concrete
has reach sufficient strength with a factor of safety of 2.0, to withstand applied
loads such as self-weight and wind loads known to occur at the site or withstand
damage when the forms are rsmoved. Further, the concrete strength shall be suf-
ficient to withstand the forces generated by a "swelling" hydrophilic rubber wa-
terstop. See SECTION 03251- HYDROPHILIC RUBBER WATERSTOP.
3.II RESHORES ANDTEMPORARY SUPPORT
When a reshore and ternporary support plan is to be performed it shall comply
with this Specifi cation.
ENDOFSECTION
CAST-IN-PLACE
CONCRETE FORMING
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03 ll 13
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PARTI GENERALI
I I.I WORKINCLUDED
I A. This work shall consist of fumishing and placing polyvinyl chloride @VC)
waterstops in accordance with these specifications and in conformity with the
I Drawings.
r.2 QUALITY STANDARDS
l.
I A. American Society for Testing and Materials (ASTM)
I l. ASTM D 570 - Standard Test Method for Water Absorption of Plastics
I 2. ASTM D 624 - Test Method for Tear Shength of Conventional
Vulcanized Rubber and Thermoplastic Elastomer
I 3. ASTM D 638 - Standard Test Method of Tensile Properties of Plastics
I 4. ASTM D 746 - Standard Test Method for Brittleness Temperature of
Plastics and Elastomers by Impact
I 5. ASTM D 747 - Standard Test Method for Apparent Bending Modulus of
t Plastics by Means of a Cantilever Beam6. ASTM D 792 - Standard Test Methods of Density and Specific Gravity of
I Plastics byDisplacements
I 7. ASTM D 1203 - Standard Test Methods for Volatile Loss From Plastics
Using Activated Carbon Methods
8. ASTM D 2240 - Standard Test Method for Rubber Property - Durometerr Hardness
I B. Corps of EngineersI
., l CRD-C 572
I PART2 PRODUCTS
I 2.1 PHYSICAL PROPERTIES - SEE TABLE NEXT PAGE
POLWI}ryL CHLORIDE
(PVC) WATERSTOPS
SECTION 03 ls 13.01
POLYVTNYL CHLORTDE (PVC) WATERSTOPS
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03 15 13.01
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Property Test Method Average Value
Tensile Strength ASTM D 638 2l 10 psi
Ult. Elongation ASTM D 638 390
Specific Gravity ASTM D 792 l.35
Stiffrress in
Flexure
ASTM D 747 1220 psi
Tear Resistance ASTM D 624 372lbs.ln.
Hardness,
Shore A"/15
ASTMD2240 74
Volatile Loss ASTM D I2O3 0.40%
Ozone
Resistance
ASTM D I I49 passed
low
Temperature
Brittleness (at
40 deprees F.)
ASTM D 746 passed
Water
Absorption
(max.)
ASTM 570 0.15%
Tensile Strength
After
Accelerated
Extraction
CRD-C 572 2060 psi
Elongation
After
Accelerated
Extraction
CRD-C 572 37lyo
Effect on Alkali
after 7 days:
Weight
Hardness
CRD -C 572
passed
+0.05%
+4
2.O2 FITTINGS
A. Fittings shall meet the Physical properties described above.
B. Fittings such as tees, ells and crosses shall be factory fabricated.
FIELD SPLICES
A. PVC waterstops shall be neatly spliced in accordance with the manufacturels
directions.
POLYVINYL CHLORIDE
(PVC) WATERSTOPS
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D.
PART 3
B.
C.
Excessive PVC'\veld splatter" is unacceptable.
No more than one splice is permitted in 50 linear feet of waterstop.
The ENGINEER shall review all splices for integrity.
EXECUTION
3.1 PREPARATION FOR INSTALLATION
All waterstops shall be stored under protective tarps to keep free of oil, dirt and
sun IJV degradation. Waterstop not protected in accordance with this
specification will be rejected.
Uncoil waterstops at least 48 hours prior to installation. Lay the waterstops flat
prior to installation to promote easier installation and fabrication.
Do not layout the waterstop in mud or debris.
Protect the waterstop from punctures.
The CONTRACTOR shall do any work necessary, including heatirtg the
waterstop in the range of 125" - 150" F as recommended by the manufacturer, to
re-establish the proper waterstop configuration, which may have been altered due
to shipping in rolls, i.e., the tear web or large bulb becoming flattened against the
waterstop "legs". Tear web bulbs shall be perpendicular to the embed legs of the
waterstop and have the proper shape. Circular bulbs shall be round and in proper
alignment to the embed legs.
Coordinate reinforcing placement and positioning for proper installation of
waterstop.
Pre-fabricate waterstops for use in pipe slab penetrations in order to achieve the
proper shape and waterstop geomehy including proper bulb configuration and
alignment.
3.2 PLACEMENT
Locate the waterstop in the joint as shown in the Drawings.
When inslalled in expansion joints the centerbulb or tear web bulb, depending on
the type of waterstop, shall be placed un-embedded and centered in the joint.
Bulbs shall conform to the proper geometry, shape and orientation. If the tear web
bulb or bulb type waterstop is not in conformance with the proper geometry, shape
POLYVINYL CHLORIDE
(PVC) WATERSTOPS
A.
B.
C.
D.
F.
G.
B.
C.
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3.4
3.5
3.6
and orientation as detailed illustrated by the manufacturer and the Drawings, the
CONTRACTOR shall remove the waterstop and replace it with a waterstop that
in is conformance with the manufacturers details and illushations.
D. Securely tie the waterstop to reinforcing steel using hog rings crimped between
the last two ribs or into the end bulb at l2-inch maximum centers. Both the
portion of the waterstop that will be encased in concrete and the portion initially
un-encased shall be tied to support at l2-inch centers to assist in maintaining
waterstop alignment during concrete placement.
CONCRETE PLACEMENT
A. Thoroughly and systematically vibrate lhe concrete around the waterstop for
positive contact between the waterstop and concrete.
B. All horizontal joints shall be completely clean so that dirt and construction debris
do not interfere with direct contact of the concrete with the waterstop.
C. When placing concrete the CONTRACTOR shall be careful to avoid deflecting
the waterstop out of its proper position.
D. Concrete shall be brought up in wriform lifts on both sides of the waterstop as a
means of promoting proper waterstop alignment.
PLACEMENT TOLERANCE
A. The waterstop shall be no more than + l/2 inch from the desigrred horizontal
alignment and within 1/4 inch vertically.
SPLICE JOINT IDENTIFICATION
After the concrete has hardened, mark the location of any splices on the top
surface of the concrete for future reference in the event of water se€,page tbrough
the joint in the waterstop.
END OF'SECTION
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SECTION 03 ls 13.02
HYDROPHILIC RUBBER WATERSTOP
PARTT GENERAL
I l.l WoRKINCLLTDED
I A. The CONTRACTOR shall turnish and securely install hydrophilic rubber (IIR)
I waterstops where shown or specified in the Drawings.
t B. The work includes cleaning of concrete surfaces and installation of expanding HRi! waterstop.
I 1.2 QUALITY STANDARDS
A. American Society for Testing and MaterialsT
t l. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic
Rubbers and Thermoplastic Elastomers - TensionI! 2. ASTM D 395 - Test Methods for Rubber Property - Compression Set
I 3- ASTM D 2240 - Test Method for Rubber Property - Durometer HardnessI
I.3 QUALITY ASSURANCE
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t A. The components and installation procedures shall be in accordance with the
manufacturer's printed specifications and recommendations.
r B. Installation shall be performed by skilled workers who are trained in procedures
and methods required for proper performance of the waterstop.
. 1.4 DELIVERY, STORAGE AND HANDLING
I A. Deliver the waterstop materials to the project site in the manufacturer's unpackedI containers with all labels intact and lesible at time of use.
I B. Materials shall be stored in a secure, indoor, dry area. Maintain the waterstops inI a dry condition during delivery, storage, handling, installation and concealment.
t 1.5 SUBMTTTALS
r A. Adhesive
r B. Waterstop Product Data
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I 03 15l3.o2 I HYDROPHILIC RUBBER WATERSTOP
PART2 PRODUCTS
2.1 HYDROPHILICRUBBERWATERSTOP
A. HR Waterstop
l. The waterstop shall have the minimum performance standard of,
Property ASTM Standard Results
Tensile Strength D 412
(lv{P4
Elongation D 4t2
0.98
550
Hardness (Hs) D 2240 30 Duro Shore A
2. The time period to maximum volume expansion is 35 days.
2.2 ACCEPTABLEMANUFACTURER
A. Manufacturer and model number approved for use are (no equivalents):
1. Adeka KBA-1510FP
2. AdekaMC-2005M
3. Adeka MC-2010M
4. AdekaKM-3030M
5. AdekaP-201
6. Adeka KC series of waterstops
2.3 ADHESIVE
A. 3M-2141 as manufactured by the 3M Company
B. Bostik 1142M Adhesive.
PART3 EXECUTION
3.I GENERAL
A. Coordinate as required with other trades and SECTION 03300-CAST-IN-PLACE
CONCRETE, to assure proper execution of the waterstop installation.
B. Examine the concrete surface and correct any surface imperfections, which will
prevent proper installation and performance of the waterstop. The finished
concrete surface, prior to surface preparation, shall be equal to a steel trowel
03 l5 13.02 HYDROPHILIC RUBBER WATERSTOP
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finish.
SURFACE PREPARATION
WATERSTOP PLACEMENT
C.
Concrete surfaces shall be clean and free of dirt, saw dust, laitance, gtease, form
oils, form release agent, or other contamination to insure proper adhesion of the
waterstop to the concrete surface.
Prior to adhering the HR waterstop to the concrete, the concrete shall be blasted
with a light sand blast, washed with a wet broom and dried. The ENGINEER
may perrnit brushing with a wire brush in lieu of a light sand blast. After cleaning
the concrete shall be completely clear of all constuction debris and free of curing
compound, oil, grease, concrete dust and other materials that will prevent a
complete bonding of the HR waterstop to the concrete.
Surface deformations in the concrete that will inhibit adhesion of the HR
waterstop to the concrete shall be ground smooth or leveled with a repair grout or
Adeka P 201 to the satisfaction of the ENGINEER.
Measure and cut an exact length of waterstop.
Splices are not permitted in the waterstop in vertical wall joints of structures.
Splices in horizontal joints are acceptable, however, only one splice is permitted
in25 feet or changes in alignment, Splice of waterstops in horizontal joints shall
be made by butting and gluing the ends of the waterstop with an approved
adhesive.
Refer to the manufacturer's recommendations for minimum clearance to a
concrete face. Unless a greater clearance is recommended by the manufacturer
the minimum clearance shall be four inches given a concrete compressive shength
of 3,000 psi. Use lhe greater clearance if the recommended clearance is more
than four inches or concrete strength less than 3,000 psi, especially when forms
are stripped.
Placement of the HR waterstop shall conform to the details shown on Drawings
and these specifications.
The waterstop shall be clean and free ofall foreign substances including dust, oil,
grease, etc. The ENGINEER will reject any waterstop that is not clean and free
of foreign substances.
The ENGINEER shall review the tength of waterstop to be glued to the concrete
prior to placement.
03 15 13.02 HYDROPHILIC RUBB ER WATERSTOP
Il0-30{3
G.Apply a uniform, generous brush coat of adhesive to both surfaces using a thin
brush. Bond to the concrete while adhesive on both the rubber and concrete
surfaces are aggressively tacky. Use care to avoid applyrng too wide a bead of
glue to the concrete. Excess adhesive on the concrete is not acceptable and shall
be removed as directed by the ENGINEER.
l. Gaps in the glue application shall not be permitted.
2. After the adhesive has dried to a tacky condition (about 15 minutes in the
summer and 30 minutes in the winter), firmly press the waterstop to the
concrete surface-
3. When installing the HR waterstop on curved surfaces such as pipes,
temporary bands, i.e., wire or rope, may be used to assist in securing the
waterstop to the surface.4. Any temporary means of securing the HR waterstop shall be removed
prior to placing concrete or grout.
After the adhesive has cured check the HR waterstop adhesion. If it can be pulled
ftom the concrete, re-apply adhesive to the walerstop and adhere the waterstop to
the concrete.
I. cleanup excess adhesive from any contact with the concrete using 3M No. 2 or 3
solvent. When using the solvent follow the manufacturer's recommendations
carefully, including extinguishing all sources ofignition fiom the area.
J. When the HR waterstop contains a stainless steel screen, such as the MC-2010M,
the waterstop shall be oriented with lhe screen parallel to the construction joint.
CONCRETE PLACEMENT
A. Concrete placement within 12 hours is required.
B. The HR waterstop shall be protected from water and from displacement prior to
concrete placemenl.
c. During concrete placement the coNTRACToR shall visually observe the HR
walerstop to assure proper placement and alignment.
PLACEMENT TOLERANCE
To a fiee edge ofconcrete: -0 inches, +l/2inch
Proper HR waterstop orientation: no tolerance, proper orientation required.
l. The long dimension of unreinforced HR waterstops shall be placed
parallel to the construction joinl.
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03 15 13.02 HYDROPHILIC RUBBER WATERSTO' I
I 10-3043
I 2. Reinforced HR watertops shall be placed with the reinforcement parallel' to the construction joint.
I 3.4 CONCRETE STRENGTH PRIOR TO FORM REMOVAL
I A. Sufficient swelling force can occur to spall concrete if the concrete lacks either
I adequate strength or if the HR waterstop lacks proper cover to a free edge prior to
removing forms.
I B. The CONTRACTOR shall obtain the most current data from the supplier
regarding required concrete strength and cover to a free edge prior to removing
forms at a construction joint, such as a reservoir vertical wall joint.
I
C. If spalling of concrete at the joint does occur the CONTRACTOR shall submit the
I means and methods of repairing spalled concrete to the Engineer for review andI acceptance prior to performing any repair.
I END oFSECTIoN
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I 0!tr6t04
Ir SECTTON 03 1513.03
' CHEMICAL GROUTWATERSTOP
I PART1 GENERAL
T I.1 WORKINCLTJDED
I A. The CONTRACTOR shall furnish and install permeable grout tubes where shown! at construction joints in the Drawings.
I B. The work includes cleaning the concrete surface, installation of permeable groutI tubes and injection of grout tubes with chemical grout.
I C. If the grout tube is blocked, which flushing does not eliminate, and leaks presentI the ENGINEER shall require rhe installation of drilled holes for mechanical
injection of chemical grout.
1.2 QUALITY STANDARDS
I A, American Society for Testing and Materials (ASTM)
I l. ASTM D 93 - Flash Point by Pensky-Martens Closed Cup TesterI 2'
f:#,,'#'r;"HLY:1,:"*,?i#':?:Tli*ubber
and rhermoprastic
I 3. ASTM D 1042 - Test Method for Linear Dimensional Changes of Plastics
I Under Accelerated Service Conditions
4. ASTM D 1638 - 9l - Methods of Testing Urethane Foam Isocyanate Raw
Materials
I 5. ASTM D 3574 - Methods of Testing Flexible Cellular Materials - Slab,
Bonded, and Molded Urethane Foams
r B. National Sanitation Foundation (NSF)
f l. NSF 6l Drinking Water System Components - Health Effects
. I.3 QUALITY ASSURANCE
A. The components and installation procedures shall be in accordance with the
manufacturer's printed specifi cations and recommendations.
B. Installation can be made by the CONTRACTOR; however it shall be performed- under the direct supervision ofa manufacturer's representative.r
I
I 03 15 13.03 I CHEMICAL GROUT WATERSTOP
1.4
C. Injection of the chemical grout shall be done by a manufacture/s licensed
applicator.
DELTVERY, STORAGE AND HANDLING
A. Deliver materials in original, tightly sealed containers or unopened packages with
the manufacturer's namg labels and product idsntification.
B. Materials shall be stored in a secure, dry area until installed.
C. A sufficient quantity of grout tubes and chemical grout shall be stored on site or
be readily available prior to starting the work. Work shall be continuous from
start to completion.
SUBMITTAIS
A. MSDS sheets
B. Product data
C. Grout pump product data
PART2 PRODUCTS
2.1 PERMEABLE GROUT TUBES
A. Tubes shall be constructed to resist the pressures of freshly placed concrete
B. Tubes shall have a filter layer to pr€vent the entry of cement particles into the
tube, yet allow for easy passage of the chemical grout during injection over the
length of the tube
C. Tubes shall have protection for the filter layer to resist the abrasive effects ofthe
concrete and aggregates.
2.2 CHEMICAL GROUT
A. The grout shall be a hydrophobic polymer of the isocyanate tlpe, which is
installed by injection. The uncured polyurethane grout shall have a viscosity of
650 + 200 cps (at 68'F.) and be 100% solids.
B. When the chemical grout is mixed with approximately l0%;o water, the sealing
material shall expand and cure to a closed cell foam with a tensile strength of 150
(ASTM D 412) psi and 250Yo elongation (ASTM D 3574').
1.6
03 l5 13.03 CHEMICAL GROUT WATERSTOP
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I D. Grout shall have the capability to expand up to 300% in volume'
I E. Grout shall be NSF 61 certified.
F. Shrinkage shall be less than 4% as defined by ASTM D 3514-
' 2.3 ACCLERATOR
I A.
ff;:r***ar
shall be able to control lhe reaction time from one minute to one
t B. The viscosity shall be 5 cps @ 68' F.
r 2.4 WATER
I A. Only potable water is acceptable for use in flushing grout tubes.
1 2.s MT'TNGTANKS
I
A. Plastic or metal mixing tanks shall be used. Other materials are unacceptable.
2.6 ACCEPTABLEMANUFACTI'RER
I A. DeNeef Injecto Tubes and HA Flex LV chemical grout, no equivalents.
I PARr3 ExECUrroN
, 3.I GENERAL
r A. Permeable grout tubes shall be installed at locations shown in the Drawings.
I B ;:l"r'*i\:*il:Lf":'"Ti,i,"j",*T:JiffH?#
reinrorcing steer and rorm
| 3.2 PREPARATT.N
I A. Surfaces shall be clean and free of dirt, saw dust, laitance, grease, form oils, or
I other contamination, prior to installation of the grout tubes.
I 3.3 GROUT TUBE INSTALLATION
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Grout tubes shall be securely fastened to concrete surfaces, or PVC waterstops if
shown in the Drawings, using the provided clips every 12 inches.
Cut tubes using a wire cutter.
Do not install grout tube that is frayed or cut. Grout tube that is frayed or cut or
will permit the intrusion of cement paste shall be removed and replaced.
Direct contact of the grout tubes with the surface that the waterstop is to be
attached is required. Adjust grout tubing to assure l00olo contact by stretching the
tube and adjusting clip fasteners. Gaps between the tube and the surface are
unacceptable.
Tees for grout ports shall be securely fastened to the tube. Ifrequired tape the port
to the tube. Grout tube ports shall extend a minimum of 12 inches outside of the
concrete form face, Similarly, grout ports shall be placed such that at least 12
inches ofthe port is placed in the concrete. Grout ports shall be placed to avoid
conflicts with bearing pads and other appurtenances. Unless otherwise shown in
the Drawings or necessitated by construction, tees and grout ports shall be placed
every 100 feet maximum.
The CONTRACTOR shall exercise caution to avoid crimping the tube against
items, such as reinforcing steel that will prevent the flow of grout through the
tube.
F. Overlap tubes by a minimum of one inch with the tube trumpets fixed tightly
together. See Fiewe 1.
Reinforcing
dowel
Chemical grout
injecting tube
G.
Figure l.
Extend end of clear reinforced PVC tubing so it extends a minimum of one foot
outside of the form / concrete. Cover tube opening with tape to prevent debris
from entering tube.
During the hnal review of the installation, the CONTRACTOR shall use duct tape
lo cover any frayed or cut tube that will permit the intmsion of cement paste that
cannot practically be removed and replaced. No more than two-percent (as
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03 15 13.03 CHEMICAIGROUTWATERSTOP T
A.
B.
C.
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determined by length of repair versus total length between grout ports) of the tube
can be repaired with tape. If more than two-percent is taped it shall be completely
removed and replaced.
I- Prior to closing fomrs review the tube to assure the flow of grout from port to
port.
3.4 GROUTINJECTIONPREPARATION
After the concrete has cured, grout ports shall be exposed and cleaned. Ifgrouting
is to be performed later in the work, the port shall be protected from damage and
intrusion of foreigrr material and water.
The scheduling of the injection process shall be determined by the ENGINEER or
as shown in the Drawings. Grouting shall not be performed dwing conditions
where water in the tube may freeze unless otherwise reviewed and accepted by the
ENGINEER.
Insert hose barb and secure barb to tube
Each section of tube should be tested with water to a minimum pressure of 100 psi
to insure tube is clear. Care shall be taken when testing grout tube to avoid
displacement of any bearing pads that are used to support a wall. Note location(s)
of excessive water leakage that can occur due to poorly consolidated and vibrated
concrete. These reaches of grout tube may require additional accelerator for faster
grout set time and to prevent excessive grout loss. Water shall be flushed through
the tubes and pressurized regardless of the presence of ground water or water
seeping from water stored in a concrete structure.
Grayco 395 or 495st electric grout pumps shall be used.
F. If a blockage is encountered the CONTRACTOR shall promptly inform the
ENGINEER. The CONTRACTOR shall determine anv means and methods of
attempting to clear the blockage.
G. Grouting shall not be commenced until all sections of tube have been pressure
tested.
3.4 GROUT MIXING AND HANDLING
Grout mixing and handling shall be in accordance with the manufacturer's
recommendations and be performed in a manner to prevent contamination of the
grout with materials, such as dirt or debris that could prevent proper installation
and curing.
03 15 13.03 CHEMICAL GROUT WATERSTOP
Io3lt6/u
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CTMMICAL GROI.]T INJECTION
After completion of concrete work, cleaning of the port, flushing and pressurizing
of the tube as described above, and after post-tensioning of the strucfure for post-
tensioned concrete consFuction, the chsmical grout shall be injected through the
grout ports. The pressure shall be sufficient to ensure thorough and proper
injection. As soon as material appears at the other end of the tube, close the
effluent port and increase pump pressue to force injection of the grout into any
small voids or cracks. Terminate injection of the chemical grout when sealing
material uniformly percolates out of the joint or a constant pressure is reached for
a time period of a minimum of three and a maximum of five minutes. This
pressure may range from as low as 5 psi to as high as 1000 psi depending on crack
widths and void volumes.
B. Grayco 395 or 495st electric grout pumps shall be used.
C. Accelerator shall not be used unless faster set times are required due to grout loss
through concrete voids and approved by the Engineer.
D. If the injection work is being performed on a storage reservoir floor-wall joint
with the wall supported by bearing pads the coNTRACToR shall continuously
observe the pads to confirm that they are not being displaced by grout under
pressure. Injection pressure shall be sufficient to thoroughly inject the tube but at a
level to avoid bearing pad displacement.
E. Ports shall not be removed until the ENGINEER has accepted the chemical
grouting.
GROUT PORT REMOVAI
A. Grout ports shall be trimmed back from the surface of the concrete a depth of I -
inch and patched with materials as specified for form tie holes or tendon
anchorage pockets.
END OF SECTION
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03 15 13.03 CHEMICALGROUTWATERSTOP I
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$n6n4
SECTION 03 1513.04
SEALING STRIP WATERPROOF' MEMBRANE
PART1 GENERAL
1.I SECTIONINCLIJDES
The CONTRACTOR shall apply the Hypalon@ sealing sfrip membrane tojoints and
cracks in concrete walls and floors of cast-in-place concrete water retaining and
below grade structures as shown on Drawings and as specified in this section.
Unless otherwise directedbythe ENGINEER in writing, themembrane shall include
all labor, surface preparation, tools, equipment and materials for a complete
installation.
QUALITY STANDARDS
A. American Society for Testing and Materials
l. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic
Rubbers and Thermoplastic Elastomers - Tension
2. ASTM D 624 - Test Method for Tear Strength of Conventional Vulcanized
Rubber and Thermoplastic Elastomers3. ASTM D 903Test Method for Peel or Stripping Strength ofAdhesive Bonds
SUBMITTALS
General
1. Submit manufacturer's certification that proposed materials, details and
systems as indicated and specified fully comply with manufacturer's details
and specifications.
2. If anyportion ofthe Contract Documents does not conform to manufacturer's
standard recommendations, noti$ the ENGINEER that the Drawings and
Specifications are at variance with manufacturer's specifications.
Product Data
Submit manufacturer's descriptive literature and product specifications for
each product.
Submit laboratory tests or data that validate product compliance with the
performance criteria specifi ed.
MSDS Sheet
NSF 6l Certifications
SEALING STRIP
WATERPROOFMEMBRANE
B.
A.
B.
1.2
1.3
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03 15 13 04
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03n6n4
B.
PART 2
QUALITY ASSURANCE
A. Manufacturer Qualifications
l. Company specializing in manufacturing Products specified in this Section
with minimum five years documented experience.
B. Installer Qualifications
l. Acceptable to manufacturer with documented experience on at least five
projects of similar nature in past five years or training provided by the
product m anufacturer.
DELIVERY, STORAGE AND IIANDLING
A. Deliver and store in a dry area between 40" F (5' C) and 95o F (35" C). Handle and
protect in accordance with manufacturer's instructions.
B. Delivermaterials in manufacturer's unopened containers, fullyidentifiedwithbrand,
type, grade, class and all other qualiffing information. Provide Material SafefyData
Sheets for each product.
C. Take necessaryprecautions to keep products clean, dry and free ofdamage.
SYSTEM REQI-IIREMENTS
A. Coordinate installation work with work of other trades.
B. Provide materials and accessories in timely manner so as not to delay the Work.
PROJECT CONDITIONS
Condition material al a temperature ranging from 65o F (18" C) to no more than 85o
F for at least 48 hours before application.
Do not apply materials to cold surfaces. The minimum surface and ambient air
temperatures shall be 40" F.
PRODUCTS
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1.6
1.7
2.1 MANUFACTIJRERS
l. Approved Manufacturers: Sika@ - Sikadur@ Combiflex@
SEALING STRIP
WATERPROOF MEMBRANE
03 15 13 04
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Hffih?T$i'*llxT,$1,*,":Hj:1"il1'J.'$::#**::theENctr{EERin
I 2.2 MATERTALS
I A. Adhesive Material - Sikadur 31, Hi-Mod gel adhesive with the following
I characteristics:
l.Color: Gray
I 2.Mixingratio: 2:l byvolume(ComponentAtoB
3. Consistency: Non-sag paste
4. Pot life: Approximately 30 minutes @73" FI 5. Tack-free time: 2-3 hours
6. Tensile properties (ASTM D 638):3,600 psi @ 14 days
r 7. Flexural properties (ASTM D790:4,400 psi @ 14 days
8. Shear stranglh (ASTM D 732) 3,400 psi @ 14 daysI i.y*;,:',:$."!;iil""" ffili'#:;##l;{:"
@ 14 days @73'F
r 12. Modulus of elasticity: 3.9 x 105
I B. Hypalon Sheet
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1 width: 4" (x 2o-feet long)I 3l*l*"l;*, iiffii.,
4. Elongation atbreak: 800%
5. Tear resistance (ASTM D 624 Die C) 250 lb./in.
!
- PART3 EXECUTION
I 3.1 EXAMINATION
I A. Examine substrates and a-djoining construction, and conditions under which Work isr to be installed.
I B.
ffi;jr;ffi";|wilh
Workuntil unsatisfactoryconditions arecorrected and surfaces
I C.
3H;1t""
will be permitted. Overlap sections of membrane a minimum of six
I 3.2 PREPARATTON
I
03 15 13 04 3 SEALING STRIP
I WATERPROOFMEMBRANE
I
B.
Protect adjacent surfaces not designated to receive waterproofing bytaping to pei:nit
a "neaf'line of epoxy application. Remove tape prior to setting of epoxy.
Substrate Preparation
1. New Construction
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c.
d.
Remove contaminants, such as oil, grease, dirt, loose particles,
remains of form oils, waterrepellents, rust orothercoatings, byhigh-
pressure waterblasting (>3000 psi), wet or dry sand blasting, or other
mechanical means to produce surfaces suitable for application of
membrane.
Surface must be clean and sound
The surface may be damp but shall be free of standing water and any
contaminants.
Surface shall have an "open textured" appearing finish.
C.
D.
2. Existing Construction
a. Remove surface deposits and rust by high-pressure water blasting
(>3000 psi), wet or dry sand blasting, or other mechanical means to
produce surfaces suitable for application of membrane.b. Protect any existing sealant in thejoint and the wall concrete outside
ofthe extent ofthe sealing strip during this process to prevent loss of
the sealant and concrete sruface. Material, such as steel, shallbeused
to delineate the surface to be blasted.
c. Surface must be clean and sound
d. The surface may be damp but shall be free of standing water and any
contaminants. Use fans or other means to dissipate excess
condensation and moisture on the wall.
e. Surface shall have an'bpen textured" appearing finish.
Fill bug holes larger than %-inch in diameter and l/8 inch deep with a patching
mortar. SEE SPECIFICATION SECTION 03616 - GROUT FOR TIE HOLES.
Sikadur 31, Hi-Mod Gel
Pre-mix each component of Sikadur 31, Hi-Mod Gel.
Proportion I part Component "8" to two parts Component "A" by volume
into a clean pail. Use calibrated measuring devices for, one for each
component to assure volume measurements.
SEALING STRIP
WATERPROOF MEMBRANE
2.
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II '' , 3- Mix thoroughly for tbree minutes using a Sika paddle on a low-speed drill
(400 - 600 rpm) until uniform in color.
I 3.3 INSTALLATION
I A. Generalr
l. The temperature ofthe substrate and air shall be as described in paragraph
r l'7'
I B. Wipe Hypalon sheet with activator a minimum of one hour and a maximum of eight
I hours before installation.
l. Protect sheet after wiping with activator from contact with water and debris,I 2 il"iff'ff'ff*:r'#TlHiffiffi:'ffi"*Tl,',",* sheet becomes
contaminated it shall be discarded.
r C. Apply the mixed Sikadur 31, Hi-Mod Gel,l-l/2 inches on each side of the joint to a
thickness of 1i32 inch.
! 1. Work into the substrate for positive adhesion.
I 2. Set the sheeting into the epoxy.
t 3. Using a hard roller force the sheeting into the epoxy.
4. Apply a 1/32 inch thick layer of epoxy urs a top cost to the Hypalon sheet.
I 5. One "splice" is permitted in the sheet per joint. Lap sheet a minimum of
I eight inches. Sheeting may be bonded together thermally with a hand-
welding tool, such as a Leister heat welder, or by activator'
r 6. The maximum application thickness of epoxy is 1/8 inch.
3.4 CLEA].J IJP
r A. h case of spills or leaks, wear suitable protective equipment, contain spill, collect
with absorbent material. Ventilate area. Avoid contact. Dispose of clean-up
I materials in accordance with applicable regulations.
I 3.5 ACCEPTANCE
tI A. Remove left over materials and any foreign material resulting from the work from the
site.
I B. Clean adjacent surfaces and materials.
I
END OF Sf,CTION
I
I 03 15 13 04 5 SEALING STRIP
I wATERPRooFMEMBRANE
I 03tr6t04
r sEcrIoN 03 15 13.05
FI,EXIBLE CEMENTITIOUS WATERPROOF MEMBRANE
I PARTl GENERAL
r I.I SECTION INCLUDES
I A. The CONTRACTOR shall applythe cementitious membrane to joints and cracks in
I concret€ walls and floors of cast-in-place concrete water retaining and below grade
structures as shown on Drawings and as specified in this section.
r B. Unless otherwise directed by the ENGINEER in writing, the membrane shall include
an elastomeric tear-resistant breathable tape.
r 1.2 QUALITY STANDARDS
I A. American Society for Testing and Materials
r 1. ASTM C 109 - Standard Test Method for Compressive Strength ofHydraulic
I Cernent Mortars.
2. ASTM C 321 - Standard Test Method for Bond Strength of Chemical
I Resistant Mortars.
t 3. ASTM C 348 - Standard Test Method for Flexural Strength of Hydraulic
Cement Mortars"
I B. Corps of Engineers (COE)
I l. COE CRD-C 48 - Method ofTest for WaterPermeability of Concrete; U.S.
t Army Corps of Engineers.
I I.3 SUBMITTALSI
A. General
f l. Submit manufacturer's certification that proposed materials, details and
-- systems as indicated and specified fully comply with manufacturer's details
ll z. trfnr$li:lt:?ii" contracrDocumenrs doesnotconform tomanufacturers
standard recommendations, submit notification ofportions of design that are
I at variance with manufacturer's specifications.
- B. Product Data
I
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03 15 13.05 I FLE)ilBLE CEMENTITIOUS
I WATERPROOFINGMEMBRANE
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1.4
1.5
1.6
1.7
1. Submit manufacturer's descriptive literature and product specifications for
each product.
2. Submit laboratory tests or data that validate product compliance with the
performance criteria speci fi ed.
QUAUTYASSURANCE
A. Manufacturer Qualifications
1. Company specializing in manufacturing Products specified in this Section
with minimum 10 years documented experience.
B. Installer Qualilications
1. Acceptable to manufacturer with documented experience on at least five
projects of similar nature in past five years and training provided by the
product manufacturer.
DELIVERY, STORAGE AND HANDLING
A. Deliver and store in a dry area between 40" F (5" C) rnd 90'F (32' C). Handle and
protect from freezing and direct sun light in acrnrdance with manufacturer's
instructions.
B. Deliver materials in manufacturer's unopened contair ers, fully identified with brand,
type, grade, class and all other qualiffing informatior. Provide Material Safety Data
Sheets for each product.
C. Take necessary precautions to keep products clean, c ry and free ofdamage.
SYSTEM REQTIIREMENTS
A. Coordinate installation work with work of other trad :s.
B. Provide materials and accessories in timely manner to as not to delay the Work.
PROJECT CONDITIONS
Maintain surfaces to be coated and surrounding air temperature at not less than 40" F
(5' C) for at leasl 48 hours before, during and after application ofwaterproofing.
Do not apply materials to frozen or frost-filled surfaces.
Exercise caution when temperatures exceed 90" F (32" C) due to rapid set times.
FLEXIBLE CEMENTITIOUS
WATERPROOFING MEMBRANE
03 15 13.05
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I PART2 PRODUCTS
I 2.1 IVIANUFACTLJRERS
I l. Approved Manufacturers: AQUAFIN, Inc. P.O. Box 1440, Columbia, MD 21044,^ (410) 964-1410 (410) 964-1526 (FAX), no equivalents.
I 2.2 MATERI.ALS
I A. Waterproofing Material - Acrylic Modified Cement Waterproofing: Cementitious,
two-component, acrylic emulsion based, highly-flexible, crack-bridging waterproof
membrane barrier with the following characteristics:I
r l. Product: AQUAFIN-2K/MI 3:i'?,L'33i1""1';1,*,
"^ffi:"";ff:1","'T:l'*:Tf,?l#::'""
4. Working Time: Approximately 45 minutes
I i. iSlK*i.jiiT:(ASrM
c-32t) 145 nsi@rtars;2r5 psi @28davs
r. 7. Elongation: (7o) 60t 3:3i:litliltlTt'Jpu.ity,1in.r,y ii"
10. VaporPermeability: (US Perms) 1.2
I ll.Waterproofrng:(DlN 1048) 100 psi (positive side) hydrostatic
pressure.
I 2.3 ACCESSORYMATERIALS
t A. Patching Compound: Ready-mixed, non-polymer, cementitious waterproofing and
t repair mortar recommended by waterproofing manufacturer for patching,
L**"*a;seal
strips (coves' reglets)' etc'
z. color:
UNI M'RTAR lzsR'
I 3. Aggregate: Powderr 4. Compressive Strength: (ASTM C-109) 7600 psi (28 days)
- 5. Flexural Strength: (ASTM C-348) 700 psi (28 days)
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B. Expansion joint and crack sealing tape: Elastomeric, tear resistant, breathable
waterproofing tape.
l. Product: AQUAFIN JOINT SEALING
TAPE-2OOO
FLEXIBLE CEMENTITIOUS
WATERPROOFING MEMBRANE
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3.1
3.2
03tr6t04
PART3
EXAMINATION
A. Examine substrates and adjoining conskuction" and conditions under which Work is
to be installed.
B. Do not proceed with Work until unsatisfactory conditions are corrected and surfaces
properly prepared.
PREPARATION
Protect adjacent surfaces not designated to receive waterproofing.
Substrate preparation
l.New Construction
2. Widrh:
3. Elongation:
4. Tear resistance:
EXECUTION
b.
c.
d.
2.Existing Construction
4314" (l20mm')
6000A
725 psi I
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Remove contaminants, such as oil, grease, dirt, loose particles,
remains of form oils, water repellents, rust or other coatings, by high-
pressure water blasting (>3000 psi), wet or dry sand blasting, or other
mechanical means to produce surfaces suitable for application of
membrane.
Surface must be clean and sound
The surface may be damp but shall be free of standing water and any
contaminants-
Surface shall have an "open textured" appearing finish.
b.
Remove surface deposits and rust by high-pressure water blasting
(>3000 psi), wet or dr5r sand blasting, or other mechanical means to
produce surfaces suitable for application of membrane.
Protect any existing sealant in the joint and the wall concrete outside
ofthe extent ofthe sealing strip during this process to prevent loss of
the sealant and concrete surface. Material, such as steel, shall be used
to delineate the surface to be blasted.
Surface must be clean and sound
The surface may be damp but shall be free of standing water and any
coniaminants. Use fans or other means to dissipate excess
condensation and moisture on the wall.
c.
d.
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WATERPROOFINGMEMBRANE I
03 15 13.05
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I e. Surface shall have an "opentextured" appearing finish'
I C. Rinse surfaces to be waterproofed with clean water to sahnated surface dry (SSD)
I condition, with no standing water on horizontal surfaces.
I D. Fill concrete "bug" holes less than 114 nchin width and l/8-inch in depth with aI scratch coat of Aquafrn-2K/lvl. Fill larger / deeper holes with a patching mortar. See
r SPECIFICATION SECTIONO3 66 oO-GROLI-TFORTIEHOLES
. 3.3 INSTALLATION
t A. Mix waterproofing material in propodions recommended by manufacturer.
I B. Apply waterproofing material in quantities in accordance with manufacturer's
t specifications and recommendations-
I l. Apply l$ coat of cement at 1/16-inch (60 mils) thickness. Extend coat/t-
I inch beyond width oftape. The edge shall be neat and straight. Use a "bond
breaker" to make a neat straight line.
I 2. Embed elastomeric tape uniformly, leaving no wrinkles, into first coat of
I cement, using a steel trowel.
3. Apply 2il coat at 1132-inch (30 mils) thickness over the elastomeric tape as
I soon as the l"t coat has sufficiently hardened or wait until next day.
t 4. Apply cement using stainless steel towel.
_ 5. One "splice" is permitted in the tape per joint. Lap tape a minimum of eight
inches.t
3.4 CURING
t A. Followmanufacturer's general instructions forcuring and hardening ofwaterproofing
material.
I 3.5 ACCEPTANCE
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I A. Remove left over materials and any foreign material resulting from the work from the
srte.
I B. Clean adjacent surfaces and materials.
T END OF SECTION
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I WATERPROOFINGMEMBRANE
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EXPAIISION-JOINT FILLER
I PART1 GENERAL
I 1.I WORKINCLI]DED
I A. The work consists of fumishing and installing closed cell foam expansion and
I control-joint frller in sidewalks, driveways, channels, canals, between adjacentr :tt'ffJffi{T'I#:.*:TTiffiT*T:i1#}#i;fi,,TffI"*',ilffi',1*r Drawings.
I r.z euArrrY sTANDARDSt
A. American Society for Testing and Materials (ASTM)
I l. ASTM D 3575 - Test Methods for Flexible Cellular Materials made from
r Olefin Polymers
r 2. ASTM C 177 -Test for Steady State Heat Flux Measurements and Ther-
mal Transmission Properties by Means of the Guarded-Hot-Plate Appara-
I tus.
I I.3 DELIVERY, STORAGE AND HANDLING
I A. Deliver the materials to the project site in the manufacturer's containers with all
I labels intact and legible at the time of use.
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B. Materials shall be stored in a secure, indoor, dry area.
r C. Maintain the filler in a dry condition during delivery, storage, handling and instal-
lation.
r I.5 ST]BMITTAIS
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A. Manufacturer's data sheet and installation instructions
B. Tape
I o3r5r4 EXPANSION JOINT FILLER
I03n6/04
PART 2 PRODUCTS
2.1 PHYSICAIPROPERTIES
2.2 ACCEPTABLE MANUFACTURER
A.
PART 3
Sonofl ex@ F polyethylene closed-cell expansion-joint filler
EXECUTION
3.I GENERAL
C.
A.
B.
Examine the concrete surfaces and correct any surface imperfections that will pre-
vent proper installation and performance of the filler.
Expansion joint filler for each joint shall be fumished in a single piece for the full
depth and thickness required for the joint.
Joints in the length of the filler shall be made by butting two pieces together and
fastening securely wilh tape.
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Physical Property ASTM Test Method Value
Color Charcoal
Thickness ASTM D 3575 0.500"
Cell Structure Closed
Density (PCF)ASTM D 3575 Test C 1.7
Compressive
strength (psi)
l0% deflection
25olo deflection
50olo deflection
ASTM D 3575 TestB
3.5
6.0
15.0
Compressive set ASTM D 3575 Test A < l0%o
Tensile Strength
(psi)
ASTM D 3575 Test E 45 (Machine direction)
35 (Cross machine direction)
Tear Strength
(lbs./in.
ASTM D 3575 Test D 14.5 (Machine direction)
I1.5 (Cross Machine direction
Thermal Conduc-
tivity
ASTM C 177 &C 518 0.3 BTUIHR/FT'
Water absorption PPP-C 17528 0.02 LBS.iFT',
Temp. resistance -65oFto+170'F
Thermal stability ASTM D 3575 -1.0 Yo avera$e
R-value J.J
03 15 14 DGANSION JOINT FILLER
I $^6t04
I . D. The filler shall be secured in place to prevent displacement during and after con-
crete placement.
I E. Filler that is tom or irregular in any manner shall not be used.
F. The CONTRACTOR shall tape the joint of multiple layers of filler, e.g., two l-
inch layers for a two-inch wide joint, to prevent the intrusion of concrete between
the two layers of filler.
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A. hstall the expansion joint filler as recommended by the manufacturer using the
thickness of filler (l/4 *,318",112",3/4", or l') shown in the Drawings.
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END OF'SECTION
EXPANSION JOINT FILLER
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SECTION 03 2I OO
REINFORCING STEEL
PART 1 GEI\TERAL
I.1 WORKINCLUDED
A. This work shall consist of furnishing and placing reinforcing steel and steel fabric
reinforcement in accordance with these Specifications and in conformity with the
Drawings.
B. Materials used in the work shall meet the requirements for the class of material
named and as hereinafter specifred.
1.2 QUALITY STANDARDS
A. American Concrete Institute (ACI)
l. ACI 117 - Standard Specification Tolerances for Concrete Construction
and Materials
ACI 315 - Details and Detailing of Concrete Reinforcement
ACI 318 - Building Code Requirements for Reinforced Concrete
ACI Detailing Manual - (SP-66)
B. American Society for Testing and Materials (ASTM)
1. ASTM A 82 - Specification for Steel Wire, Plain, for Concrete Rein-
forcement
2. ASTM A 184 - Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement
3. ASTM A 185 - Specification for Steel Welded Wire Fabric, Plain, for
Concrete Reinforcement
4. ASTM A276 -Specification forStainless SteelBars andShapes
5. ASTM A 496 - Specification for Steel Wire, Deformed, for Concrete Re-
inforcement
6. ASTM A 497 - Specification for Steel Welded Wire Fabric, Deformed,
for Concrete Reinforcement
7. ASTM A 615 - Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
8. ASTM A 616 - Specification for Rait-Steel Deformed and Plain Bars for
Concrete Reinforcement, including supplementary requirement, Sl.
9. ASTM - A 617 Specification for Axle-Steel Deformed and Plain Bars for
Concrete Reinforcement
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4.
03 21 00 REINFORCING STEEL
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10. ASTM A 706 - Specification for Low-Alloy Stel Deformed and Plain Bars
for Concrete Reinforcement
I l. ASTM A 767 - Specification for Zinc-coated (Galvanized) Bars for Con-
crete Reinforcement
12. ASTM A775 - Specification for Epoxy-coated Reinforcing Steel Bars
13. ASTM A 955 - Specification for Deformed and Plain Stainless Steel Bars
for Concrete Reinforcement
C. Concrete Reinforcing Steel Institute (CRSD
l. Manual of Standard Practice
2. Placing Reinforcing Bars
D. American V/elding Society (AWS)
l. AWS Dl.4 - Structural Welding Code - Reinforcing Steel
2. AWS D 2.0 - Specifications for Welded Highway and Railway Bridges
SUBMITTALS
A. Quality control Submittals
l. Mill test reports
2. Epoxy coating certifications, Certificate of Compliance
3. Mechanical thread connections
a. Manufacturer's data sheets
b. Verification that device threads have been checked and meet manu-
factruer's requirements for thread quality.
4. Welding Qualification5. Test results for field welding
B. Shop drawings
l. Detail plans, sections, reinforcing bar sizes, grades, placement, spacing,
splice lengths, tail and hook configurations, chair and bolster heights and
development length where applicable.
2. Mechanical threaded splice devices
C. Tie Wire
D. Reinforcing bar support chairs and bolsters
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l0/30/03
1.4 DELTVERY, STORAGE AND HANDLING
A. Reinforcing steel shall be stored offofthe ground and protected from oil or other
materials detrimental to the steel or bonding capability of the reinforcing bar and
shall be protected from mechanical injury.
I . Rust, seams, surface irregularities, or mill scale, shall not be cause for re-
jection provided that the weight and height of deformations of a hand-
wire-brushed test specimen are not less than the applicable ASTM Specifi-
cation.
B. Epoxy-coated reinforcing bars shall be stored on protective cribbing and pretected
from mechnical injury and deterioration caused by exposure.
C. Padded or non-metallic slings and padded straps shall be used when handling
coated bar steel reinforcement.
D. Bars shall not be dropped or dragged.
PART2 PRODUCTS
2.1 REINFORCING STEEL
A. All bar steel reinforcement shall be of the deformed type, ASTM A 615,
(AASHTO M31) and grade (40 or 60) as specified in the Drawings.
B. Spirals
1. Spirals, hot-rolled plain or deformed bars per ASTM A 615, Grade 60 or
cold drawn wire per ASTM A 82 as specified in the Drawings.
2. Spirals for columns shall have two "spacers" with a section modulus >
0.008in3 in order to maintain the proper pitch and spacing.
C. Welded Wire Fabric
l. Plain welded wire fabric per ASTM A 185 or deformed welded wire fabric
per ASTM A 497 with wire size and spacing as specified in the Drawings.
2. Welded wire fabric shall be furnished in sheet stock. Roll stock is unac-
ceptable.
D. Epoxy-coated Reinforcing Bars
l. Epoxy-coated reinforcing bars shall conform to ASTM A775.
03 21 00 REINFORCING STEEL
t0t30t03 I
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2.
2.2
2.3
2.5
2. When required, damaged epoxy coating shall be repaired with patching
material conforming to ASTM A 775 in accordance with the material
manufacfurer's recommendations.
E. Horizontal Masonry Joint Reinforcement
l. Prefabricated masonryjoint reinforcement shall conform to ASTM A 82.
TIEWIRE
A. 16 gauge wire ties, manufactured by American Wire Tie, Iac., or Mar-Mac Wire
Inc., or equal.
B. When epoxy coated reinforcing steel is shown in the Drawings, PVC coated wire
ties shall be used. The minimum PVC coating is 0.7, + l, mils.
C. Tie wire that will be in contact with the inside face of water retaining structures
shall be 16 gage stainless steel.
IDENTIFICATION
A. Bundles of reinforcing bars and wire spirals shall be tagged, with a metal tag,
showing specification, grade, size, quantity and suitable identification to permit
checking, soding and placing. When bar marks are used to identiff reinforcing
bars in the Drawings, the bar mark shall be shown on the tag. Tags shall be re-
moved prior to concrete placement.
B. Bundles of flat sheets of welded wire fabric shall be tagged similar to reinforcing
bars.
BAR SI.]PPORTS
Bar supports and spacing shall be in accordance with the CRSI Manual of
Standard Practice, Chapter 3, a maximum of four feet or as required by the
Drawings.
Metal chairs shall be made from stainless steel, from steel that has zinc
coated or epoxy coated after fabrication or from uncoated steel with ap-
proved plastic tipped legs with at least t/z-inch of the lower end of the legs
plastic coated.
03 21 00 REINFORCING STEEL
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Floor Slabs
l. Uncoated or coated steel chairs shall be used unless otherwise shown in
the Drawings.
2. Composite chairs are unacceptable.
3. If required by the ENGINEER, the chair shall be stapled on a l/4-inch
thick plywood bearing pad to prevent chair displacement- The bearing pad
shall be made of exterior grade plywood and be approximately five inches
square.
Soffits
1. Steel wire bar supports in concrete areas where soffits are exposed to view
or are painted shall be Class I or Class 2, Tlpes A or B: Class 3 is accept-
able in other areas.
D. Water and Wastewater Vaults, Reservoir and Basin Walls, Columns and Roof
Slabs
1.
2.
5.
Only plastic clip 100% epoxy coated steel chair bar and bolster suppods
are acceptable for use ia walls and roof slabs.
Supports shall be securely stapled to formwork.
Non-metallic composite chairs may be used if it can be demonstrated to
the ENGINEER that they have sufficient strength to support the reinforc-
ing steel. ENGINEER's acceptance shall be made in writing.
Circular Columns
l. Plastic "space wheels" manufactured by Aztec (Model DO 12/40), or
equal, are required.
2. BBU bolsters at the top of the column.
Epoxy-coated and Zinc-coated Bar Supports
l. Epoxy-coated reinforcing bars supported from formwork shall rest on
coated wire bar supports made of dielectric or other acceptable materials.
Wire supports shall be fully coated with dielectric material, compatible
with concrete.
2. Reinforcing bars used as support bars shall be epoxy-coated. ln walls rein-
forced with epoxy-coated bars, spreader bars shall be epoxy coated.
3. Proprietary combination bar clips and spreaders used in walls with epoxy-
coated reinforcing shall be made of corrosion-resistant material or coated
with dielectric material.
03 21 00 REINFORCING STEEL
It0t30t03
2.6
A.
B.
MECHMCAL BAR SPLICES
Approved mechanical threaded butt connectors may be used in lieu of lapped
splices when permitted by the ENGINEER.
The mechanical comrection shall be capable of developing a minimum of l25o/o of
the yield strength of the reinforcing bar in both tension and compression.
All parts of mechanical cormections used on coated bars, including steel splice
sleeves, bolts, and nuts shall be coated with the same material used for repafu of
coating damage.
Manufacturers and Products
l. Erico Products, Inc., Cleveland, Ohio; Lenton Reinforcing Steel Couplers.
2. Richmond Screw Anchor Co., Inc., Fort Worth, Texas; Richmond DB-
SAE Dowel Bar Splicers
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PART3 EXECUTION
3.I FABRICATION
3.2 BENDING
B.
Fabrication tolerances for straight and bent bars shall be in accordance with the
requirements of Subsection 4.3, Tolerance, of the American Concrete Institute
Standard 315 and the CRSI Manual of Standard Practice.
All reinforcing bars shall be bent cold to the shapes shown on the Drawings, and
unless otherwise approved by the ENGINEER, bends shall conform to the re-
quirements of ACI 315. All bending dimensions shall be out to out of bar.
Bars parlially embedded in concrete shall not be field bent except as shown on the
Drawings or permitted.
Bars shall not be bent or straightened in a marurer that will injure the material.
SPIRALS
I One and one-halffinishing bends are required at the top and bottom ofthe
spiral. Spacers shall be provided in accordance with Chapter 5, Section 9
of the CRSI Manual of Standard Practice.
Welding as an aid to fabrication and/or installation is not permitted.
C.
D.
2.
03 2l 00 REINFORCING STEEL
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3.3 PLACING AND FASTBNING
C.
The placing, fastening, splicing and supporting of reinforcing steel and wire mesh
or bar mat reinforcement shall be in accordance with the Drawings and the latest
edition of "CRSI Recommended Practice for Placing Reinforcing Bars". In case
of discrepancy between the Drawings and the CRSI publication stated above, the
Drawings shall govem.
Reinforcement shall be placed within the tolerances provided in ACI I17.
When placed in the work, the reinforcing bars shall be free from dirt, loose mill
scale, paint, oil, loose rust or other foreign substance.
Steel reinforcement shall be accwately placed in the positions shown on the
Drawings and firmly held during the placing and setting of concrete by means of
spacer strips, stays, metal chairs or other approved devices or supports.
l. Precast concrete bricks or other types ofbricks are not permitted for sup-
port ofreinforcernent in footings, slabs or any other part ofthe work.
2. Chair and bolster supports for slabs and walls shall be spaced at a maxi-
mum of four-foot centers unless otherwise shown in the Drawings.
3. Unless otherwise provided bar steel reinforcement shall be used to support
top layers ofreinforcing, such as in a floor slab or bridge deck.
4. Staples used to attach bar supports to wall and roof forms shall have the
staple "tails" clipped after form removal.
5. For Columns, three wheels, spaced 120 degree apart, shall be placed every
four feet of column height, except for the top three feet of a column where
three BBU bolsters spaced at 120" shall be used. The CONTRACTOR
may increase the column spiral pitch if a conflict occurs with the wheel.
6. Pre-tied column reinforcing steel lowered into column forms shall be low-
ered vertically to prevent damage to the space wheels.
7. One row ofcontinuous bar chairs shall be provided for support under each
row ofbar splices
Bars shall be tied securely at all intersection except where spacing is less than one
foot in each direction, when alternate intersections shall be tied-
l.Tlng of steel by spot welding will not be permitted unless specifically au-
thorized by the ENGINEER.
Bend all tie wire to prevent tie wire from being closer than l-inch from the
surface of the concrete.
Ties for use with coated reinforcement shall be approved plastic coated
wire.
E.Bundle bars shall be tied together at not more than six-foot centers.
2.
3.
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Il080/03
F.Reinforcement used in post-tensioned concrete shall be adjusted or relocated dru-
ing the installation ofprestressing ducts or tendons, as required, to provide loca-
tion and plarured clearances to the prestressing tendons, anchorages, jacks and
equipment as approved by the ENGINEER.
Snap or single ties may be used unless the tie fails to securely hold the reinforcing
steel. If that occurs the ENGINEER will require the use of a saddle or 't" tie as
shown in Figure I at no additional expense to the OWNER.
Figurc-Eight Tio
FIGURE I
SPLICING
A. Bar steel reinforcement shall be fumished in the full lengths indicated on the
Drawings.
B. Splicing of bars, except where shown on the Drawings, will not be permitted
without the written acceptance of the ENGINEER.
C. Splices shall be staggered. The minimum distance between staggered splices for
reinforcing bars shall be the length required for a lapped splice in the bar.
D. In cases where permission is granted to splice bars, other than those shown on the
Drawings, the additional material required for the lap shall be fumished by the
CONTRACTOR at his own exPense.
E. Splices will not be permitted at points where the section is not sufficient to pro-
vide a minimum distance of two inches between the splice and the nearest adja-
cent bar or the surface of the concrete.
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03 21 00 REINFORCING STEEL
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F. Sheets of mesh or bar steel reinforcement shall overlap each other sufficiently to
maintain a uniform strenglh and shall be securely fastened at the ends and edges.
The edge lap shall not be less than one mesh in width.
G. Welding of reinforcement shall be done only if detailed on the Drawings or if au-
thorized by the ENGINEER in writing.
l. All welding shall be performed by welders and welding procedures certi-
fied to the requirements of AWS D 1.4 or approved equal. When welder
or welding procedures certification tets are required, testing shall be per-
foemd by an independent testing agency accepted by the ENGINEER. If
the ENGINEER has reason to question a welder of welding operator's
ability, prequalification tests shall be required (AWS D 1.4, Paragraph
6.3.1l).
2. Where AWS D 2.0 Specifications for Welded Highway and Railway
Bridges is referenced, the reference shall be construed to be for AWS D
1.1.
3. Where the term AWS Dl.l is used it shall mean the American Welding
Society Structural Welding Code, D 1.1 as modified and amended by the
AASHTO Standard Specifications for Welding of Structwal Steel High-
way Bridges.
4. All welded splices shall be direct butt splices.
5. After completion of welding, coating damage to any epoxy-coated rein-
forcing steel bars shall be repaired.
6. The CONTRACTOR shall test four percent of the total number of splices
per each bar size, but not less than fow splices, by radiographic methods
E. When required or permitted in writing by the ENGINEER, a mechanical connec-
tion may be used to splice reinforcing steel bars or as substitution for dowel bars.
F. All splices of lap reinforcement shall be full-contact splices.
CUTTING
A. When coated reinforcing bars are cut in the field, the ends of the bars shall be
coated with the same material used for repair of coating damage.
PREPARATION
The placing and securing of the reinforcement in any unit or section shall be ac-
cepted by the ENGINEER before any concrete is placed in any such unit or sec-
tion.
03 2l 00 REINFORCING STEEL
Il0/30/03
3.10 REINFORCING STEELPLACEMENT REVIEW
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B.
C.
A minimum of six hours prior to concrete placernent a final review of reinforcing
steel placement for footings, slabs, columns and walls of structures tanks, will be
performed by the ENGINEER. This "final" review shall be scheduled 24 hours
prior to form or concrete placement.
The CONTRACTOR shall be responsible for performing a quality control review
prior to the OWNER's representative final review to determine the acceptability,
cornpleteness and clean-up of any sub-contractors work and overall readiness of
the work for the final review.
If the CONTRACTOR has proceeded to place forms prior to the final review, the
CONTRACTOR will be required to remove sufficient forms to permit the visual
review of the reinforcing steel and appurtenances such as reinforcing steel sup-
ports and chairs and ties at no cost to the OWNER.
END OF SECTION
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03 21 00 l0 REINFORCING STEEL I
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PART 1
SECTION 03 23IO
POST.TENSIOITING STEEL AI\D TEI\IDONS
GEI\ERAL
WORKINCLUDED
A. This section of the specifications will govern furnishing, installing and shessing
ofpost-tensioning bars and strands. All incidental and appurtenant operations in-
volving post-tensioning bars and strands shall be done in strict conformance with
the Drawings and other terms and conditions of the Contract. All standard speci-
fications made a portion ofthis specification by reference shall be the latest edi-
tion and revision thereof. Tendon systems shall be fumished as shown on the
Drawings. The ENGINEER shall be given 24 hours notice prior to stressing of
any tendon. The ENGINEER shall be present during stressing operations.
B. Post-tensioning steel tendon strand shall be produced by a Post-Tensioning Insti-
tute (PTI) Certified Plant.
C. In consideration of the unique nature of post-tensioned concrete construction, co-
ordination between placement of both post-tension and plain reinforcement and
the requirements for proper structure performance the following are requirements
to be met.
L The CONTRACTOR / sub-contractor that supplies the post-tensioning
steel and anchorages shall be required to superintend and place both the
post-tensioning and plain reinforcing construction.
2. The superintendent shall be on the project full-time during all placing and
shessing operations.
D. For grouting of bonded tendons see SECTION 03 67 00 - GROUTING POST-
TENSIONED TENDONS.
QUALITY STANDARDS:
American Concrete Institute (ACI)
l. ACI 3l 8 - Building Code Requirements for Reinforced Concrete
2. ACI I 17 - Standard Tolerance for Concrete Construction and Materials
3. ACI 301 - Specifications for Structural Concrete for Buildings
4. Referenced Specifications for Unbonded Single Strand Tendons - 1998
Draft report
03 23 l0 POST-TENSIONING STEEL
09-02-03 I
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American Society for Testing and Materials
l. ASTMC 150-PortlandCement
2. ASTM A 416 - Uncoated Seven-Wire Stess-Relieved Steel Stand for
Prestressed Concrete
3. ASTM A416 - Supplementl. Low-Relaxation Strand4. ASTM A 722 - Uncoated High-Strength Steel Bar for Prestressed Con-
uete including Supplementary Requirements Sl and 32.
Post Tensioning Institute @Tf)
l. Post-TensioningManual
2. Field Procedures Manual for Unbonded Single Stand Tendons
3. Acceptance Standards for Post-Tensioning Systems4- Specification for Unbonded Single Strand Tendons
5. Desigr and Consfruction of Post-Tensioned Slabs-on-Ground
Califomia Department of Transportation (CALTRANS)
l. CALTRANS Standaxd Specification, Section 50
American Association of Highway and Transpodation Officials (AASHTO)
l. AASHTO Division II - Construction Section 10, Preshessing
SUBMITTALS
A. Shop Drawings are required and shall conform to the requirements of the Contract
Documents
B.
C.
D.
E.
F.
G.
Certifications are required for verification of manufacture and fabrication of
strand by a PTI certified plant.
Mill test reports for reinforcing and post-tensioning steels.
Superintendent qualifications per paragraph l.0l (A.) ofthis specification.
Sheathing Repair Tape
Wedge Properties
Elongations
03 23 t0 POST-TENSIONING STEEL
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Friction Test Results
Certifi ed Gage Calibration
1.4 DELTVERY. STORAGE AND HANDLING
Both preshessing steel for bonded systems and strands for unbonded ten-
don systems shall be stored on pallets to prevent direct contact with the
ground to prevent encrustation with mud, grease or other matter detrimen-
tal to the post-tension strand or shealh.
All anchorages and prestessing steel components such as wedges shall be
stored in a secure, dry area
B.Prestressing Steel for Bonded Systems
All prestressing steel shall be protected against physical damage and cor-
rosion at all times, from manufacture to grouting. Prestressing steel that
has sustained physical damage shall be rejected.
Prestressing steel shall be packaged in containers or shipping forms for
protection of the steel from corrosion, CALWRAP or equivalent. A corro-
sion inhibitor that prevents rust or other results of corrosion, shall be
placed in the package or form, or shall be incorporated in a corrosion in-
hibitor carrier tlpe packaging material.
Packaging or forms damaged from any cause shall be immediately re-
placed ofrestored to provide protection to the steel.
C.Unbonded Tendon Systems
Extruded plastic encapsulated prestressing steel strand (unbonded tendon)
shall be handled to eliminate the possibility of tears, rips and holes in the
sheath. Excessive (as detemrined by the ENGINEER) tears of the sheath
shall be cause for rejection ofthe tendon.
Packaging or forms used in the transpod and placement of the duct shall
be rejected along with the tendor; ifexcessive tears occur.
Excessive tears are defined as more than a total of six, tlree inch or longer
splits, or equivalent summation of tear lengths, per 100 linear feet of ten-
don sheath.
The sheathing shall provide a smooth circular outside surface and shall not
visibly reveal the lay of the strand. Strand that does not meet these criteria
shall be replaced with strand meeting this specification.
Splices in the sheath to repair six, lhree inch or longer, tears in 100 linear
feet are unacceptable. Splices are acceptable when the tendon sheath tears
are less in total length than the acceptance criteria.
03 23 l0 POST-TENSIONING STEEL
094243 I
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a. A tear is defined as split in the sheath that exposes the strand.
b. An abrasion or nick in the sheath that does not expose the strand is
not a tear and not subject to these acceptance criteria.
STRESSING EQUIPMENT
All jacks used to stess the tendons shall be accompanied by a dated and certified
calibration sheet correlatingjacking pressure to tendon force. All gages shall have
an accuracy of reading within two percent and shall be equipped with a gage dial
of sufficient size that the gage can be read to the nearest 225 pounds of prestress-
ing force.
Gages shall be re-calibrated at intervals Qf no more than one year by an independ-
ent laboratory; however, if the gage system appears to be giving erratic results, or
if gage indication and elongation measurements indicate materially different
stesses, the jack and the gages shall be re-calibrated. The post-tensioning steel
CONTRACTOR shall load-cell test shessing equipment on-site to demonstrate to
the ENGINEER that the equipment is calibrated.
1.6 CONSTRUCTION REVIEW
The ENGINEER shall be present during jack calibration, friction testing, stressing
and grouting of all tendons. It is the responsibility of the CONTRACTOR to no-
tify and provide a minimum of 24 hours notice to the ENGINEER of these activi-
ties. If any calibration, stressing or grouting operation is performed without the
ENGINEER's presence the work will be deemed unacceptable and non-
conforming to these specifi cations.
If the ENGINEER detennines that conshuction review of a particular activity is
unnecessary, he will provide unitten direction to the CONTRACTOR to proceed
with that particular activity without his construction review.
PART 2 - MATERHLS
2.1 GENERAL
All post-tensioning steel strand shall be manufactured by a PTI certified plant.
2.2 ANCHORAGE BEARING PLATES
Anchorage bearing plates shall meet the desigrr criteria of PTI Acceptance Stan-
dards for Post-Tensioning Systems.
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I03 23 r0 POST-TENSIONING STEEL
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I . 2.3 ANCH'RAGE *EDGE PLATES
I A. Anchorage wedge plates shall meet the design criteria of PTI Acceptance Stan-
I dards for Post-Tensioning Systems.
I 2.4 wEDGES
A. Each type of wedge shall meet the performance requirements of the PTI Accep
I tance Standards for Post-Tensioning Systems. Wedges shall have a five to seven
degree angle and a length of at least 2.5 times the nominal strand diameter. TheI ff#""::ilffii1?tB5**."#:ffi;il'tr:::ffi"*i;'Jff'Jl"l#lJ;I a ductile core. After machining, the wedge shall be casehardened to at least 58
I HRC measrued at l/3 case depth (or equivalent hardness scale) while maintaining
fI a ductile core hardness less than 46 HRC. Wedges shall not break into separate
pieces. Surface cracks are permitted.
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t B. Shand-Wedge Connect Performance Requirements
1| l. Securely anchor the strand without significantly reducing MUTS and duc-r 2 ^Ti3J:ffi:Xffii"l"llii;*,I 3. Prevent breaking of individual strand wires in the wedges during stressing
l| 4. Achieve dynamic fatigue and impact loading resistance without strand
l slippage or wire breakage.
I C. Strand Wedge Connection Effrciency
t l. 9l%oasrequiredbyAASHTO, SectionII- 10.3.2.
. 2.5 TJNCOATED STRANDIr A. Strand shall be low relaxation, uncoated, seven wire stand, having a guaranteed
r minimum ultimate tensile strenglh of 250,000 or 270,000 psi as shown on the
: Drawings.
I B. Strand shall conform to ASTM Designation A 416, Table l, Supplement l, Low
I Relaxation strand.
r 2.6 BARS
|l A. General
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I09.{.243
l. All post-tensioning bars, bearing plates, stressing terminals, components
and stressing equipment for all work indicated shall be as shown on the
Drawings.
Bars are used in post-tensioning shall conform to ASTM A 722, Type II
having a minimum ultimate tensile shength of 150,000 psi.
A manufactureds certification that the material has been tested in accor-
dance with and meets the requirements of ASTM A722, shall be the basis
of acceptance of the material.
Unless otherwise specified in the contact or purchase order, bars shall be
sorted by size and each bundle or lift shall be properly tagged with metal
tags showing heat number, size, specification number (ASTM A722) and
the name of the finished bar manufacturer in order to assure proper identi-
fication. The tags shall display the following stratement: "High Strength
Prestressing Bars". ln addition, both ends ofeach bar shall be painted yel-
low.
Dimensions for Type II bar shall conform to Tables I and 2.
TABLE I
Dimensions for Type tr @eficmed) Bar
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Nominal
Diarneter
(In.)
5/8
314
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Nominal Effective
Weight Area
(Lblft) (kr')
0.98
l49
3.01
4.39
5.56
0-28
0.42
0.85
r.25
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DEFORMATION REQI]IREMENTS
Max. Averase Min. AveraeeNominal
Diameter
(In.)
s/8
3/4
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Spacing
(In.)
0.437
0.s25
0.700
0-887
0.987
Height
(In.)
0.028
0.038
0.050
0.064
0.071
Min. Project
Area
(l"tlinl
0.094
0.130
0.168
0.2r2
0.233
C. Mechanical Coupling
l. For those bars having deformations arranged in a manner to permit cou-
pling of the bars with a screw-on tlpe of coupler, it shall be the responsi-
bility of the finished bar manufacturer to demonstrate that a bar cut at any
point along its lenglh may be coupled to any other lenglh of bar and that a
coupledjoint supports the ultimate breaking strenglh ofthe coupled bars.
The coupler type shall be provided or desigred by the finished bar manu-
facturer.
2.7 BONDEDTENDONS
Anchorages
l. The anchorages shall develop at least 90 percent of the minimum ultimate
strength (MUTS) of the prestressing steel, tested in an unbonded state
without exceeding anticipated set. The anchorage shall be so arr"anged that
the prestressing force of the tendon may be verified prior to removal of the
shessing equipment.
Sheathing Material
Duct may be round, oval or flat. It may be uncoated, galvanized, coated
metal or plastic. Duct shall comply with the PTI Guide Specification,
"Acceptance Standards for Post-tensioning Systems". Sheathing material
for bonded tendons shall be strong enough to retain its shape and resist un-
repairable damage during construction. It shall prevent the entrance of
cement paste from the concrete. Material left in place shall not cause
hamful electrolytic action nor deteriorate. The inside cross-sectional area
of the sheathing shall be at least two times the net area of the prestressing
03 23 l0 POST-TENSIONING STEEL
t09.02-03
D.
steel. Sheathing shall be capable of tansmitting fofces from grout to the
surrounding concrete. Duct shall be fumished as shown in the Drawings.
Ducts for water storage reservoirs shall be manufactured from HDPE or
PVC materials.
Formed Ducts
L Ducts formed by sheath left in place should be of a type that will not per-
mit the entrance of cement paste. They should transfer bond stresses as
required and should retain shape under the weigbt ofthe concrete.
2- Plastic ducts shall be made of high density polyethylene (I{DPE) accord-
ing to ASTM D 3350 cell classification32$20C to 445534C, or polyeth-
ylene conforming to ASTM D 1784, cell classification ftmge 12344-8 to
13466-8, with a specific gravity of 1.4. The comrgation of ducts shall be
annular: spiral comrgations are unacceptable. The wall thickness of the
duct, a minimum of 0.050 + 0.010 inches, shall be such that wearing
through the wall of the duct by the strand during stressing is avoided. This
requirement shall be met at an eight-foot minimum radius of curvature
with a total strand movement of 3-feet with the tendon stress to 0.80 of
MUTS. The minimum remaining wall thickness of the duct after testing
shall be at least 0.040 inches. Ducts shall be coupled in a manner that is
leak tight without the use of tape. Ducts may be welded in lieu of couplers
when approved by the ENGINEER. Ducts shall be capable of transferring
40plo of the specified strength of the tendon within a length not exceeding
45 duct diameters. lneversible deforrrations of duct cross-sectional di-
mensions under a point load, a #4 reinforcement bar bearing on the duct,
shall not exceed l/4 inch, nor five percent ofthe duct cross-sectional di-
mension, whichever is larger, one minute after removal of the load at 70o
F. arnbient temperature. Polyethylene duct shall not be used when the ra-
dius of curvature of the tendon is less than 30 feet.
Cored Ducts
1. Cored ducts should be formed with no constrictions, which would tend to
block the passage ofgrout.
2. All coring material should be removed.
Semi-Rigid Metal Ducts
l. Semi-rigid metal ducts shall be comrgated and when tendons are to be in-
serted after the concrete has been placed their minimum wall thickness
shall be as follows:
a. 26 gauge for ducts less than or equal to 2 5/8-in. diameter
b. 24 gauge for ducts greater than 2 5/8-in. diameter.
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c. When bar tendons are pre-assembled with semi-rigid metal ducts,
the duct thickness shall not be less than 3l gauge.
Couplings
Couplings ofbonded tendons shall be used only at locations specifically
indicated and/or accepted by the ENGINEER. Couplings shall not be used
at points ofsharp tendon curvature. All couplings shall develop at least 95
percent of the MUTS of the prestressing steel without exceeding antici-
pated set.
The coupling oftendons shall not reduce the elongation at rupture below
the requirements of the tendon itself. Couplings and/or coupling compo-
nents shall be enclosed in housings long enough to permit the necessary
movements, and frttings shall be provided to allow complete grouting of
all the coupling components.
Multiple Tendons
l. Tendons composed of multiple strands or bars in a common sheath should
be tensioned simultaneously unless the effects of interferences between the
elements are considered.
2.8 UNBONDEDTENDONS
Anchorages
l. The anchorages ofunbonded tendons shall develop at least 95 percent of
theMUTS.
The anchorage shall be capped at the wedge cavity with a threaded water-
tight cap. The cap shall be filled with grease.
All dead end anchorage assemblies shall be plant installed.
B.Sheathing
The sheathing for unbonded tendons shall have tensile shenglh and water-
resistance sufiicient to resist un-repairable damage and deterioration dur-
ing transport, storage atjobsite, and installation. The sheathing shall pre-
vent the intrusion of cement paste and the escape of coafing material. The
sheathing shall be of virgin high-density polyethylene (HDPE) or polypro-
pylene (HDPP) and shall be produced by a seamless extrusion process
over corrosion preventative grease that leaves no air pockets and has at
least a 60 Mil thickness with no negative tolerance.
Damage in the sheathing shall be repaired by re-sheathing prior to concrete
placement. (See 1.06 C. for acceptance criteria.)
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094243 I
3. The encapsulated sheathing shall connect to and be tied to the anchorage
with a watertight plastic trumpet filled with corrosion preventative grease.
4. The tumpet shall have a threaded end to screw onto the tbreaded anchor-
age. It shall conform to the PTI "Specification for unbonded Single Strand
Tendons" for tendons in a corrosive environrnent-
C. Sheathing Repair Tape
1. Scotch brand No. 838 *Tedlaf Plastic Film Tape manufactured by the 3M
Corporation, shall be used to repair holes and tears in extruded sheathing.
2. The tape is available from Lane Supply Company, 2050 W. Barberry
Place, Denver, CO 80204 telephone (303) 534-5371.
2.9 TIEWIRE
A. 16 gauge wire ties, manufactured by American Wire Tie, Inc., or Mar-Mac Wire
Inc., or equal.
B. When epoxy coated reinforcing steel is shown in the Drawings, PVC coated wire
ties shall be used. The minimum PVC coating is 0.7 mils.
C. Tie wire that will be in contact with the inside face of water storage tank walls and
columns shall be 16 gage stainless steel.
D. See the Drawings for tie types and details.
PART3 EXECUTION
GENERAL
A. A stressing sequence shall be used that will result in no adverse stress conditions
to the structure. The tensioning process shall be conducted so that the tension be-
ing applied and the elongation produced may be readily measured. Strand shall be
marked with a saw to facilitate elongation measurement. Keel or crayon is unac-
ceptable for marking of strand.
B. Ducts shall be plugged at the anchorages during construction to prevent the entry
of debris and water. This includes both prefabricated and empty ducts and prior to
and after stessing but before grouting. In temperatures below 32" F, ducts shall
be kept completely free of water to avoid damage to the duct or concrete due to
freezing.
TENDONPLACEMENT
3.1
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Forms shall be properly braced to maintain alignment.
See SECTION 03 30 00 - FORMWORK.
B.Anchorages and Pocket Formers
l.Anchorages shall be secured to form work with bolts, nails or threaded
pocket fomrcr fittings in order to remain in a fixed position during concret-
ing.
Pocket fomrers shall positively preclude intrusion of concrete or cement
paste into the wedge cavity during concrete placement.
C.Placement Tolerance
l.Dimensions for vertical location of tendons shall not vary more than li8-
inch in members up to l2-inches deep.
Horizontal deviation may be allowed but radius of curvature shall not be
less than 2l feet.
Mild steel reinforcing shall be coordinated with tendon placement. Proper
tendon location has priority over all other materials.
D.Supports
l.Supports for tendons shall insure position during concreting. No. 5 rein-
forcing steel or "BBU" style bolsters shall be used to support tendons.
When No. 5 reinforcing steel is used it shall be supported by chairs spaced
at no more than 2-feet on center. Bolsters and reinforcing steel used to
support tendons shall be located as shown on the Drawings.
Dimensions for vertical location of tendons shall not vary more than l/8-
inch in slabs and l/4-inch in beams. Horizontal deviation may be allowed
but radius of curvature should not be less than 21 feet. Mild steel reinforc-
ing shall be coordinated with tendons. Proper tendon location has priority.
Supports shall be non-corrosive if in contact with concrete formwork and
be placed at high and low points ofprofile and control points-
E.Repairs to Unbonded Tendon Sheathing
Damaged areas in the 60 mil sheathing, such as rips and tears, shall be re-
paired at least four hours prior to placing concrete with Scotch brand No.
838 Plastic Film Tape. This time period is required to permit the
ENGINEER to reviewall repaired sheathing.
All grease shall be thoroughly removed from the sheathing prior to taping
the repair area. Two layers of tape shall be spirally wound around the
damaged area in the sheathing. Each winding of a layer shall overlap the
l.
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previous winding 50%. The tape shall extend a minimum of 2-inches be-
yond the damaged area A second layer shall be wound similarly but in the
opposite direction and pitch.
F. UnbondedTendonBundles
1. No more than two strands shall be tied into a bundle.
CONCRETE PLACEMENT
A. Concrete placement shall be in such a rnanner that alignment of tendons and con-
ventional reinforcement remains unchanged.
B. Concrete shall be properly placed consolidated and vibrated. Vibrating shall be
done with care and in such a manner to insure uniform compaction of concrete at
tendon anchorages and to avoid displacement oftendons and anchorage compo-
nents. See SECTION 03 30 00 - CAST-IN-PLACE CONCRETE.
STRESSING OF PRESTRESSING STEEL:
General
l. Tendon stressing shall not begin until the concrete has reached an appro-
priate strength and the ENGINEER accepts testing results indicating that
the concrete meets or exceeds the anchorage concrete design capacity.
2. During stressing operations, the CONTRACTOR shall provide safety
measures necessary to prevent accidents due to possible breaking of the
prestessing steel or bursting ofconcrete.
3. The tensioning process shall tre conducted so that the force being applied
and the elongation produced may readily be observed and measured. Ten-
don shessing for walls shall be perfomred from a scissors lift to facilitate
viewing of gage prqssure, elongation measurement and wedge seating.
4- Unless otherwise permitted in writing, the ENGINEER shall be present
during shessing operations. Stessing operations shall be as recommended
by tendon supplier and as accepted by the ENGINEER. When welding or
burning near tendons, care should be exercised to prevent overheating ten-
don components.
5. All strands in each tendon, except for those in flat ducts with not more
than four strands, shall be stressed simultaneously with a multi-strand jack.
6. All strands shall be free from kinks or twists. Any unwinding of a strand
in excess of one tum after tensioning operation shave begun shall not be
permitted.
7. If a grout or vent port has been sheared-off or covered by concrete, the
vent or port shall be re-constructed prior to placing strand in the duct ex-
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cept those tendons that have been fabricated with tendons and a dead end
anchorage-
Prior to Stressing
l. Placing Strand in Ducts
Prior to placing strands into a duct the CONTRACTOR shall dem-
onstrate to the satisfaction of the ENGINEER that the duct is free
and clear and contains no water. All grouting and vent ports shall
be exposed and also free and clear.
Multi-strand tendons may be pulled orpushed into the duct either a
stand at a time or as a complete tendon. If the CONTRACTOR
chooses to place one strand at a time in the duct, care shall be taken
to avoid wrapping a strand around previously placed strands. Ifit
appears that this is occuning in the opinion of the ENGINEER, all
strand shall be remove and pulled through as a complete tendon.
Strands shall be clean, dry and free from objectionable matter, such
as dirt or other material that could inhibit bond of grout to the
prestressing steel, as it is placed in the duct. Do not permit the
strand(s) to drag along the ground, across sharp edges or handle in
any way that exposes the strands to potential damage. Carefully
feed the srrand through the anchorage block cast in the concrete.
Do not permit the strand(s) to rub or scrape against the edge of the
anchorage block.
2.Placing the Stressing Head
Visually review the stressing head to confirm that it is free from
any defects such as cracks.
Confrrn that the anchorage block and stressing head are both
clean.
Carefully slide the stressing head over the strand. Avoid unwind-
ing individual wires of a strand.
3.Wedges
Inspect wedges prior to placing the wedges in the anchor head.
Wedges shall be clean and free from defects.
Carefully place wedges around the shand to asswe even seating
and proper transfer of stress.
03 23 l0 POST-TENSIONING STEEL
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c.Tendon Friction Testing
l. The CONTRACTOR shall conduct a friction loss test on the first multiple
strand horizontally curved or vertically draped tendon to be stressed. This
test shall be conducted and supervised by a person with prior experience
conducting similar tests. The purpose of the test is to verifr curvature fric-
tion values used in the desigrr and that the desigrr prestress force can be at-
tained.
2. In the case ofa discrepancy between the desigrr calculated prestress force
and friction test force, the entire stessing operation shall be checked care-
firlly and the source of error determined and corrected before proceeding
further with stressing. A tolerance of * 5y, is acceptable.
Stressing
1. A multi-strand tendon shall be tensioned to llYo ofPjack, or as otherwise
agreed to by the ENGINEER, before elongations readings are started in
order to remove slack from the tendon and seat the anchor head to the an-
chorage block. This initial tension in any tendon shall not vary by more
than five percent of that adopted. Measure and start recording the elonga-
tion at this point. After slack has been removed from the tendon, the re-
maining force shall be rmiformly applied in a single or multiple "pulls"
- depending on the ram stressing reach and tendon elongation.
2. Stands in flat ducts with not more than four stands shall be stressed one
strand at a time. The fust strand shall be stressed to remove slack and seat
the anchor head. Stress, measure and record the elongation of the remain-
ing three strands.
3. If a wire of a strand, or a complete strand, breaks during stressing of a
multiple strand tendon during stessing all the tendons shall be de-
tensioned, strand replaced and tendon re-stessed. The CONTRACTOR
shall review the shands that are remove to asswe that no other strands are
damaged and remedy any cause ofthe strand breakage.
4. The shess induced in the prestressing strand/tendon shall be measured
both byjacking gage pressrue and by elongation ofthe prestressing steel'
In the event ofa variance between gage pressure and elongation measured,
gage pressur€ shall be the primary indicator of the true stress in the
prestressing steel. A tolerance of+ five percent between the actual gage
pressure and the elongation and the calculated value is acceptable. In the
event of an apparent discrepancy between gage pressure and elongation
exceeding five percent, the entire stressing operation shall be checked
carefully and the source of error determined and corrected before proceed-
ing further with stressing.
5. Stressing of a continuous tendon shall be completed before halting opera-
tions for the day. Tendons shall be tensioned by jacking at each end ofthe
tendon unless otherwise shown in the Drawings. When one end stressing
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is shown in the drawings, tensioning may be performed by jacking from
one end or both ends ofthe tendon. Adjacent one-end stressed tendons
shall be tensioned from altemate ends thus averaging friction losses.
6. Stressing at intermediate anchorages shall be carried out in a manner that
will result in minimum damage to sheathing. Strand shall be re-sheathed
at these points before concreting begins.
7. After shessing is complete record the gage pressure, lift offpressure, stage
elongation anil total elongation.
Anchorage
l. Tendon shall be anchored at an initial or "transfer stress" that will result in
retention of working forces or stresses of not less than those shown on
Drawings as final after all losses.
a. Stress Transfer
l) Stress transfer on strand tendons shall be such as to prevent
undue scraping or scarring of the sfrand by the wedge grip-
pers during seating.
2. Wedge Grippers
a. Wedge grippers on strand tendons shall be properly aligned before
and after stressing to insure proper stress retention.
b. Wedges shall seat evenly in the anchorage. A tolerance of l/16
inch is acceptable.
Elongation Records
l. Elongations shall be neatly and legibly marked on the concrete adjacent to
the anchorage.
2. The CONTRACTOR shall keep a written record of gage pressure and
elongation for each strand or tendon for submittal to the ENGINEER for
review and acceptance.
3. Lift offpressures of any second pull shall be tabulated along with the gage
pressures and elongations.
4. Elongations and gage pressures shall be recorded and submitted to the
ENGINEERwithin one day of stressing completion.
5. All elongations shall be measured after seating.
Cutting of Tendon Tails
l. Projecting snand tails shall not be cut-offuntil stressing is 100% complete
and stressing records reviewed and accepted by the ENGINEER. The
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ENGINEER shall write a letter to the CONTRACTOR indicating accep
tance of stressing elongations.
Upon approval ofthe elongation records and completion ofstressing op-
eration, excess strand shall be cut off with an abrasive disc cutter ap-
proximately I inch from the face of anchorage casting. Tendon tails shall
be carefirlly cut to avoid damage to the remaining tendon, wedges or an-
chorage. If any damage occnrs to the tendoq anchorage or wedges, the
CONTRACTOR will be required to de-stress, replace and re-stress the
tendon when feasible. The cut shall be made at least 3/4 inch from the
wedges or as required to permit placement of the cap on the anchorage.
EhIDOFSECTION
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09102/03
SECTION 03 23 50
GROUTING POST-TENSIONED STRUCTT]RES
PART1 GENERAL
I.1 WORKINCLUDED
A. This section of the specifications govems grouting of post-tensioned structures.
The purpose of the grout is to provide corrosion protection to the prestressing
steel and to develop bond between the prestressing steel and the srmounding
concrete.
B. All incidental and appurtenant operations involving post-tensioning grout shall be
done in strict conformance with the Drawings and other terms and conditions of
the Contract. All standard specifications made a portion of this specification by
reference shall be the latest edition and revision thereof. Grout systems shall be
furnished as shown on the Drawings. The ENGINEER shall be given 24 hours
notice prior to grouting of any tendon. The ENGINEER shall be present dwing
grouting operations.
C. The person responsible for grouting shall be an American Segmental Bridge
lnstitute (ASBD Certified Grouting Technician, and shall be on site full time
during grouting operations.
1.2 QUAIITY STANDARDS
A. Post-Tensioninglnstitute(PTI)
1. Specification for Grouting ofPost-Tensioned Stnrctures
B. American Segmental Bridge Institute (ASBI)
1. Grouting Committee Interim Statement on Grouting Practices
C. American Association of Highway and Transportation Officials (AASHTO)
l. LRFD Construction Specifications Section 10 - Prestressing
D. American Society of Testing Materials (ASTM)
l. Modified version ASTM C939 "Standard Test Method for Flow of Grout
for Preplaced-Aggregate Concrete (Flow Cone Method) - modified for
grout with thixotropic properties
2. See PTI Specification l 5.2 for all referenced ASTM standards
GROUTING POST-TENSIONED
STRUCTIJRES03 23 s0
09102103
SUBMITTALS
A. Shop Drawings showing all grout ports labeled as inlet or outlet, direction of
grout flow, and sequence and timing of vent closings.
B. Written grouting procedure per PTI Specification 4.6.1 .
C. Grouting Equipment
D. Prepackaged grout mix
E. ASBI Certified Grouting Technician Certificate for grouting superintendent per
l.l C ofthis specification.
t- All the above submittals shall be approved one month prior to groufing.
G. Record of grouting operation.
1.4 DELTVERY, STORAGE AND HANDLING
A. Prepackaged grout shall be stored in a location that is both weatherproof and
convenient to the work. Prepackaged grouts may be stored outdoors so long as
the grout is on a raised platform and is fully protected from the weather.
B. Prepackaged grouts shall not be stored on site for more than one month.
C. All bags of grout shall be unopened. Partially used and tom bags are not
acceptable and shall be rejected.
D. Prepackaged bags ofgrout shall not be stored in temperahres below 32"F.
PART2 MATERIALSANDEQTNPMENT
2.1 PREPACKAGEDGROUTMANUFACTURERS
A. Approved Manufacturers
L Sika- Sika Cable Grout
2. Masterbuilders - Masterflow 1205
2.2 WATER
A. Only clean potable water shall be used.
GROUTING POST-TENSIONED
STRUCT1JRES
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09t02/03
GROUT INLETS, OUTLETS AND VENTS
A. All inlets, outlets and vents shall be detailed to be leak free, allow complete
venting of the duct, and not intemrpt the grout flow.
B. Inlet and outlet pipes shall be transparent 3/4-nch diameter rigid plastic pipe.
C. Inlets and outlets shall be equipped with dual mechanical shut-offs installed at
high points in the tendon profile and on ends of tendons. All inlets and outlets
require two lever-action ball valves (gas cocks). Inlet and intermediate outlets
need the additional secondary valves for injection nozzle disconnects, and all
inlets and outlets use the secondary valves as pressure safeties when closing
primary valves after grouting.
D. Grout vents shall be made from polypropylene comrgated hose.
E. Vents shall be equipped with a shut-off valve that is capable of reopening and
closing.
F. Vents shall be capped with a plastic cap that screws onto either the inside or
outside ofthe vent pipe.
G. Tendon anchorages shall have an integral vent and positive seal.
GROUTING EQUIPMENT
A. The grouting equipment shall include a shear type mixer capable of continuous
shear mixing which will produce a grout free of lumps and undispersed cement.
The mixer shall be able to deliver a continuous supply of grout to the pumping
equipment.
B. Accessory equipment that will provide for accurate solid and liquid measwes
should be provided to batch all materials including, but not limited to, scales,
measured buckets, graduated cylinders, etc.
C. The pump shall be a screw or positive displacement type and be able to produce
an outlet pressure of at least 145 psi. The pump should have seals adequate to
prevent introduction of oil, air or other foreigrr substance into the grout, and to
prevent loss of grout or water. The pump shall be capable of continuous
operation with little variation of pressure and shall include a system for
recirculating the grout, a bypass, while actual grouting is not in progress. The
pump shall be capable of maintaining pressure on completely grouted ducts and
shall be fitted with a valve that can be locked off without loss of pressure in the
duct.
GROUTING POST-TENSIONED
STRUCTURESa3 23 50
09to2t03
D. A pressure gauge having a full-scale reading of no greater than 290 psi shall be
placed at some point in the grout line between the pump outlet and the duct inlet.
E. The grouting equipment shall contain a screen having clear openings of 0.125-
inch maximum size to screen the grout prior to its inhoduction into the grout
pump. This screen should be easily accessible for inspection and cleaning.
F. The grouting equipment shall utilize gravity feed to the pump inlet from a hopper
attached to and directly over it. The hopper must be kept at least partially full of
grout at all times during the purnping operation to prevent air from being drawn
into the post-tensioning duct.
G. under normal conditions, the grouting equipment should be capable of
continuously grouting vertical tendons at a rate no faster than approximately 15-
feet per minute. Horizontal, long, highly draped profiles and large ducts shall be
grouted at a rate no greater than 50-feet per minute.
H. Adequate flushing equipment and a potable water supply shall be available onsite
to facilitate complete removal of the grout from the duct if it should become
necessary.
PART3 EXECUTION
3.1 GENERAL
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written instructions for the grouting procedure shall be available on the site.
Grouting shall be carried out as soon as possible after the stressing operation of
the tendon. However, grouting of conduit shall not begin until 6 to 24 hours after
stressing.
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B. The temperature of the concrete should be 40" F or higher from the time of
grouting until job cured 2 inch cubes of grout reach a minimum compressive
strength of800 psi.
Grout temperature shall be between 50 - 85" F before entering the duct. water
shall be heated or cooled as necessary to maintain the grout within the range of 50
- 85" F.
Prestressing steel placed into ducts but not grouted within 10 days shall be
protected against corrosion. As described above tendon ducts shall be carefully
and thoroughly plugged to prevent the entry of water and other foreign matter into
the duct.
Grouting of the duct shall be carried out without intem:ption.
GROUTING POST-TENSIONED
STRUCTURES
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F. Before proceeding with grouting operations, both materials and equipment should
be inspected.
G. Prior to grouting, conduit shall be made free of water, dirt, and other foreign
substances. Using compressed air, ducts shall be checked for blockages and
leakages. In cold climates after a period of freezing temperatures, care shall be
taken to insure that the duct and tendon are free from any ice accumulation before
starting grouting operations. The temperature shall be checked inside the duct.
Grouting shall insure complete filling of voids between wires or strand and
conduit and end anchorages. Conduit shall be completely filled from one end
with grout under pressure less than 145 psi. However, normal grouting
operations should tlpically be performed at approximately 75 psi. Care shall be
exercised to insure continuous grout outflow.
GROI"IT MIXING
Follow the manufacturer's written instructions.
Prior to mixing the following shall be checked:
l. Temperature ofprepackaged grout
2. Possible caking
3. Temperature and available quantity of water
4. Shelf-life of all materials
5. Performance of the equipment to be used including stand-by equipment
6. Leak free connections to inlets and outlets and proper operation ofvalves.
3.3 PREPARATION OF TIIE DUCT
Flushing of ducts with air or
ENGINEER, and shall not be
ENGINEER.
water shall be optional as required by
performed without written approval from
B. Ducts with concrete walls (cored ducts) should be flushed to ensure that the
concrete is thoroughly wetted.
C. Water used for flushing ducts may contain slack lime (calcium hydroxide) or
quicklime (calcium oxide) in the amount of 0. I pounds per gallon.
INJECTION OF THE GROUT
Grout shall be injected from near the lowest end of the tendon in an uphill
direction. All grout vents shall be open when grouting starts.
Grout shall be used within 30 minutes of the first addition of water to ensure the
flowability of the gout.
GROIITING POST-TENSIONED
STRUCTURES03 23 50
I09/02t03
C.The method of injecting grout shall ensure complete filling of the ducts and
complete surrounding of the strand or bar with grout. Grout shall be pumped
through the duct and flow continuously at the first outlet after the inlet, until
visible slugs of water and air are ejected and the consistency of the grout is
equivalent to that of the grout injected, at which time the outlet shall be closed.
All outlets shall be closed in a similar manner one after another in the direction of
the flow except that at intermediate crests, outlets placed a short distance
downstream ofthe crest shall be closed before their associated crest outlet.
E. The pumping pressure at the inlet shall not exceed 145 psi for intemal
polyethylene or oval or flat steel ducts; or 245 psi for intemal circular steel ducts.
However, normal grouting operations will tlpically be performed at
approximately 75 psi.
F. If the actual grouting pressure exceeds the maximum allowed, the inlet shall be
closed and the grout shall be injected at the next outlet (which now becomes an
inlet) which has just been, or is ready to be closed as long as a one-way flow is
maintained. Grout shall not be injected into a succeeding outlet from which grout
has not yet flowed.
G. When one-way flow of grout cannot be maintained, or when grouting is
intemrpted, the grout shall be immediately flushed out of the duct with water.
The flushing pressure shall be limited to the same grouting pressures as specified
for grouting.
H. To ensure that the duct remains filled with grout, the outlet shall be closed first
and the inlet closed after holding the pumping pressure for that tendon duct. The
inlet shall then be sealed offunder pressure.
POST-GROUTING OPERATIONS
A. Valves, caps and pipes at the inlet and outlets shall not be removed or opened
until the grout has set. The filled ducts shall not be subjected to shock or
movement within 24 hours of grouting.
B. When the grout has hardened, outlets shall be cut-off and removed to below the
concrete surface. The recess shall be filled with a non-shrink. non-metallic erout
lo prevent ingress of water.
GROUT QUALITY CONTROL TESTING
A. Production testing of the grout shall be performed by the contractor. Production
testing shall consist ofi
GROUTING POST-TENSIONED
STRUCTI]RES
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1. Two mud balance tests per day or when there is a visual or apparent
change in the characteristics ofthe grout.
2. Minimum of two fluidity tests (flow cone) - one at the mixer and one at
the duct outlet, using the modified version of ASTM C939, repeat testing
every two hours of grouting operations. The efflux time shall be within +
5 seconds ofthe values established during laboratory testing.
Record of Grouting Operation
l The conhactor shall provide records of grouting for review by the
ENGINEER. Copies shall be submitted to the ENGINEER within 72
hours ofgrouting.
2. Information to be noted in the records shall include but shall not
necessarily be limited to the following: date grouted, numter of days
from stressing to grouting, type of grout mix, tendon(s) grouted, injection
end and applied grouting presslue, summary of any problems encountered
and corrective action taken.
3. An accurate record of the volume of the grout pumped into the duct
compared to the volume of the duct adjusted for the grout displaced by the
prestressing strand shall be determined and reported. A reasonable
measure of the complete filling of the duct is consequently attained once
the volume of the grout is determined.
END OFSECTION
GROUTING POST-TENSIONED
STRUCTTIRES03 23 50
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PART1 GENERAL
I r.r woRK TNCLUDED
I A. The CONTRACTOR shall fumish all labor, tools and equipment for the
I construction of cast-in-place concrete as shown on the Drawings and herein
specified.I B
ffffffi':fi:ffi;1111,ffi5il;i#Jff;fJ"ffl,TlilJ",:"il:",1#H:
loading, post-tensioning and termination of cold weather protection.
' C. Aggregate Industries and LaFarge are acceptable suppliers of ready-mixedt li:,""?"Ji1#""il?,:l#l3#]lT'x,lii:#ff'i":ffi[ili'f#li:::l
of the CONTRACTOR to be awarded the contract.
I 1.2 QUALITY STANDARDS
- A. American Society forTesting Materials (ASTM):
I ' ,. C 29, Test Method for Unit Weight and Voids in Aggregate
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2.
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r,rl; i,,#-d Practice for Making and Curing Concrete Test Specimens
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3. C 33, ConcreteAggregates
4. C 39, Standard Test Method for Compressive Strength of Cylindrical
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Concrete Specimens
5. C 88, Test Method for Soundness of Aggregates by Use of Sodium Sulfate
I 6 .;ffi::::"".*."
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7. C tZ:, fest Uethod for LightweiSht Particles in Aggregate
8. C 127, Test Method for Specific Gravity and Absorption of Coarse
I s. :lT:j:" Method for Resistance to Degradation of Smail-size coarse
Aggregate by Amasion and Impact in the Los Angeles Machine
I 10. C 136, Test Method for Sieve Analysis of Fine and Coarse Aggregates
I I L C 143, Standard Test Method for Slump of Hydraulic Cement Concrete
I 03 3ooo CAST-IN-PLACE CONCRETE
05-2446 I
t4.
15.
16.
12.
13.
17.
18.
19.
20.
21.
C 150, Portland Cernent
C 157, Test Method for lrngth Change of Hardened Hydraulic Cement
Mortar and Concrete
C 173, Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method
C 192, Practice for Making and Curing Concrete Test Specimens in the
Laboratory
C 231, Test Method for Air Content of Freshly Mixed Concrete by the
Pressure Method
C 260, Air-entraining Admixtures for Concrete
C 311, Test Methods for Sampling and Testing Fly Ash or Natural
Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete
C 494, Chemical Admixtures for Concrete
C 595, Specifications for Blended Hydraulic Cements
C 618, Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete
C 979, Specification for Pigments for Colored Concrete
C 1074, Practice for Estimating Concrete Strength by the Maturity Method
ANSV D 994, Preformed Expansion Joint Fillers
C 1260, Test Method for Potential Alkali Reactivity of Aggregates
(Mortar-bar Method)
C 1602 - Specification for Mixing Water Used in the Production of
Hydraulic Cement Concrete
27. C 1603 -Test Measursment ofSolids inWater
American Concrete Institute (ACD:
l. ACI 117 - Standard Specifications for Tolerances of Concrete
Construction and Materials
ACl2ll - Standard Practice for Selecting Proportions for Concrete
Aclzl2 - Guide for Use of Concrete Admixtures
ACl22l - Guide for Use of Normal Weight Aggregates
ACl228 - In-Place Methods to Estimate Concrete Strength
ACI 301 - Structural Concrete for Buildings
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24.
25.
26.
B.
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5.
6.
03 30 00 CAST-IN-PLACE CONCRETE
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7 . ACI302 - Guide for Concrete Floor and Slab Construction
I r 8. ACI 304 - Guide for Measuring, Mixing, Transporting and Placing
Concrete
I 9. ACI305 - Hot weather concreting
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10. ACI 306 - Cold Weather Concreting
I L ACI 308 - Standard Practice for Curing Concrete
I n. ACI 309 - Standard Practice for Consolidating Concrete
13. ACI 318 - Building Code Requirements for Reinforced Concrets
I A. AcI 503 - use of Epoxy compounds
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15. ACI 504 - Guide to Joint Sealants
C. National lnstitutes of Standards and Technology (NIST):
I l. NIST Handbook No. 44 - Specifications, Tolerances and Other Technical
Requirernents for Weighing and Measuring Devices
I 1.3 suBMrrrALS
A. Product Data
I ' ,. Admixtures (such as air-entraining and water-reducing admixtures):
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a. Testreports
b. Certification of conformance with applicable ASTM Specification
I c. Calcium chloridepercentage
2. Fly ash:
I a. Certified compliance with ASTM C 618
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3. Aggregates:
a. Sieve analyses (ASTM C 117 and C 136)
I b. Specific Gravity and Absorption (ASTM C 127)
c. Lightweight Particles (ASTM C 123)
I d. Unit weight and voids (ASTM C 29)
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e. Potential Alkali Reactivity (ASTM C 1260)
f. Clay lumps and Friable Particles (ASTM C 142)
I C. Sodium Sulfate Soundness (ASTM C 8S)
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h. Magnesium Sulfate Soundness (ASTM C 88)
i. Los Angeles Abrasion Abrasion Test Results (ASTM C 131)
4. Form Release Agents
5. Ready Mixed Concrete Mix Designs
6. Vibrator specifications
7. Ready-mixed concrete plant production contingency plan
8. MSDS Sheets
Test Reports and Records:
l. Maturity curves for each mix.
a. The temperature history, in-place maturity index and strength-
maturity relationship shall be established to permit estimation of
strength at I day,2 days, three days, 7 days, 14 days, 28 days, 45
days and 56 daYs.
2. Cylinder test reports
3. Mix Desigrr Field Test Data Record for each mix:
a. Slump
b. Air entrainment
c. Seven and 28 day compressive strength test results
d. Qualification method
4. Hydrualic cef,nent Material Certification Report:
a. Chernical (ASTM C 150) Chemical Analyses
b. Physical (ASTM C I I 57 and C 150) Analyses
c. Optional Requirernents for equivalent alkalies analyses
d. CertificationforcompliancewithASTM C l50andC ll57
5. Chernical and Physical Analysis of Fly Ash (ASTM C 618):
a. Chernical comPosition
b. Physical test results
c. Plant of origin
Concrete delivery tickets
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03 30 00 CAST-IN-PLACE CONCRETE
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D. Hot and Cold Weather Placing and Curing Plans
E. Placement size and configuration plans
1.4 QUALITYASSURANCE
A. Acquire cement and aggregate from the same source for all work.
B. Conform to ACI 305 - Hot Weather Concreting for hot weather concrete
placernent.
C. Conform to ACI 306 - Cold Weather Concreting for cold weather concrete
placernent.
D. Conform to ACI 309 - Standard Practice for Consolidating Concrete for concrete
consolidation.
I.5 CONTRACTORASSISTANCE
A. The CONTRACTOR shall assist the OWNER or his concrete testing consultant as
requested during the performance of quality control testing.
B. Concrete for testing will be sampled from the point of the ready-mixed fruck
discharge chute. When concrete is placed by concrete pumper, additional testing
may be performed at the point of pumper discharge hose at the ENGINEER's
discretion.
I.6 DELIVERY, STORAGEANDHANDLING
A. The ready-mixed concrete truck driver shall provide the batch ticket to the
ENGINEER at the time of concrete delivery. Hand written modifications to
computerized tickets is unacceptable. The ticket shall summarize the following
information legibly in an easily discemible table:
l. Weight in pounds of all materials, excepting the water reducing and air-
entraining agents, which shall be in ounces.
2. Cubic yards batched
3. The ratio of water to cementitious (W / C + P) materials ratio
4. Tonperature of the concrete at the time it was batched
5. Time of batching.
6. Free moisture in the fine and coarse aggregates in percent of weight of
aggregat
7. Gallons of water that may be added at the site without exceeding the
permissibleW/Cratio.
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Delivery shall conform to the
Measuring, Mixing, TransPorting
ENGINEER.
recommendations of ACI 304 - Guide
and Placing Concrete as determined by
PART2 PRODUCTS
Z.I CEMENT
A. Cement shall be Portland Cement Tlpe I - II LA, unless otherwise indicated on
the Drawings.
2.2 AGGREGATE
A. Fine aggregate shall consist of hard, strong, durable particles conforming to the
provisions of ASTM C 33 - Concrete Aggregates.
B. Coarse aggregate shall conform to the provisions of ASTM C 33 - Concrete
Aggregates except that all aggregate shall be crushed aggregate. Screened
aggregate is unaccePtable.
2.3 WATER
A. Water shall be clean and free from injurious amounts of oils, acids, alkalis, salts,
organic materials, or other substances that may be deleterious to concrete or steel.
B. Water for mixing concrete shall conformt o ASTM C 1602 and ASTM C 1603.
C. Mixing water for prestressed pretensioned and prestressed post-tensioned concrete
or for concrete, which will contain aluminum embedments, shall not contain
deleterious amounts of chloride ion.
D. Unless otherwise permitted or specified in the Drawings, the concrete shall be
proportioned and produced to have a slump not to exceed seven inches or less
than five inches at the ready-mixed truck discharge chute. The slump shall be
determined by ASTM C 143 - Test for Slump of Portland Cement'
2.4 ADMXTURES
A. General:
l. Admixtures to be used in concrete shall be subject to prior acceptance by
the ENGINEER-
2. The admixture shall maintain the same composition and performance
throughout the work as the product used in the concrete proportions
established in accordance with ACI 2l I - Standard Practice for Selecting
ProPortions for Concrete.
3. Admixtures containing chloride ions shall not be used.
B. Chemical Admixtures Conforming to ASTM C 494:.
for
the
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I . The following table identifies seven types of chemical admixtures meeting
r ASTM C 494 that can added to Portland csrnent for the purpose or
purpose indicated.
Type Purpose
A Water Reducing
B Retarding
C Accelerating
D Water Reducing and Retarding
E Water Reducing and Accelerating
F Water Reducing, High Range
G Water Reducing, High Range and Retarding
C. Air Entrainment:
I l. An air-entraining agent shall be used in all concrete. The agent used shall
conform to ASTM C 260 - Air-entraining Admixtures for Concrete.
l]r 2 ffiil":i::"?::f#3:i;ti#i3J;iJ;:t3ffir#iXtiix,ilL";
Method.
r D. Water Reducing, Set-Confrolling Admixture:
I l. The concrete mix sball contain a mid or high-range water-reducingI admixture that conforms to ASTM C 494 - Chemical Admixtures for
l Concrete classification A. F or G.
I E. Finely Divided Mineral Admixtures:
I l Mineral admixtures shall be limited to fly ash conforming to ASTM C 618
t - Fly Ash in Portland Cement Concrete Class F.
2. Maximum loss on igrrition: 3%
I F. HydrationStabilizerAdmixture:
I 1. The mix shall contain a hydration stabilizer admixture, DELVOr manufactured by Master Builders Technologies (MBT) or Recover by W.
- R. Grace, meeting the requiranents of ASTM C 494 - Chemical
I Admixtures for Concrete Classification B and Type D, to delay the start of
hydration reaction for a 60 minute time period from the time ofbatch.
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I 03 3ooo 7 CAST.IN-PLACE CONCRETE
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2. The actual amount of hydration stabilizer required will depend on tansit
time and ambient environmental conditions at the time of concrete
placernent. The concrete producer shall conduct tests to verifo proper
hydration dosage rates for the desired delay in hydration reaction. The
CONTRACTOR shall provide test results to the OWNER.
CONCRETE MIX DESIGN
A. The concrete mix shall meet the properties and characteristics specified in Table I
and in other parts of this specification. Altemate mixes for cold weather concrete
will be considered.
B. For exposed walls of ground level water storage tanks, the concrete mix shall be a
self-consolidating concrete. Also see SECTION 0l 20 00 - MEASURMENT
AND PAYMENT.
1 Testing shall be in accordance with ASTM C | 57 except that lhe specimans shall be cured in a water bath until 7dals of age then stored
in a 50% humidity cnvironment for an additional 28-days- Perc€nt lenglh change shall bc calcualated using the Tday soak measurement
as the initial length.2 Temperatue taken at the poinr ofdischarge.I Fly ash substitution for cement shall be based on specific gravity and weight ofmaterials4 Wrc+p ration shall be calculated at botb minimum and maximum water cernent ralios and b€ within the permincd range of values.
J Cement content shall be sufficient to produce tbe requircd strength.o ASTM C 33. Table2. Size Numbers I and 67 or 5?
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Parameter Plastic
Properties
Hardened
Properties
Mix
Desigrr
ASTM
Specification
56 day compressive
Strength, psi
4,500 > F'c <
5,500
c 873
Shrinkager , o/o < 0.050
Set time (hours)6*l c 403
Air Entrainment, %5+ll/2 c 173
Temperature, " F's90 c 1094
Slump at max w/(c
+ p), in.
5 to 7 max.c 143
Class F fly ash, o/o'20 min. - 25 max.A 618
w/(c+p)a 0.36SWCS0.41
Cernent content,
PCY5
as required
Max. Size
aggregate, in.6
3/8 and I c33
03 30 00 CAST-IN-PLACE CONCRETE
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TABLE I
B. The water to cement + Pozzolan (W / (C + P))ratio shall control the amount of
total water added to concrete regardless of admixtures added to the mix.
2.6 BATCHING
A. Measuring and batching of materials shall be done at a batching plant and
conform to ASTM C 94 - Ready Mixed Concrete.
B. Portland Cement:
l. Either sacked or bulk cement may be used.
2. No fraction of a sack of cement shall be used in a batch of concrete unless
the cement is weighed.
3. Bulk cement shall be weighed on scales sepmate and distinct from the
aggregate hopper or hoppers.
4. Batching shall be such that the accuracy of batching shall be plus or minus
one percent ofthe required weight.
C. Water:
l. Unless water is to be weighed, the water-measuring equipment shall
include an auxiliary tank from which the measuring tank shall be filled.
2. ln lieu of the volume method, the CONTRACTOR will be permitted to
use a water-metering device.
D. Aggregates:
l. Aggregates shall be handled from stockpiles or other sources to the
batching plant in such a manner as to secure a uniform grading of the
material.
2. Aggregates that have become segregated, or mixed with earth or foreign
material, shall not be used.
3. Batching shall be so conducted as to result in the weights of matsrial
required for each type aggregate within a tolerance oftwo percent.
4. Free water contents ofthe coarse and fine aggregates shall be continuously
tested and concrete mixture adjusted for moisture conditions of the
aggregate in order to meet the designated water/cement ratio.
5. Fine Aggregate:
a. The proportion of fine aggregate shall be between 36 and 44o/oby
volume of the total aggregates in the concrete.
03 30 00 CAST-IN-PLACE CONCRETE
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2.7 CONCRETEMXING
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A. Ready-mixed concrete shall be 'tentral mixed" or "shrink mixed" concrete as
defined in ASTM C 94- 'Truck mixed" concr€te as defined in ASTM C 94 shall
not be permitted.
B. Mixing time shall be measured from the time water is added to the mix, or csrnent
contracts the aggregate.
C. All concrete shall be homogeneous and thoroughly mixed, and there shall be no
lumps or evidence of undispersed cement.
D. Mixers and agitators, which have an accumulation of hard conorete or mortar,
shall not be used.
E. Ready-mixed concrete shall be mixed and transported in accordance with ASTM
c94.
F. The time elapsing from the time water is added to the mix (or the csment comes
in contact with aggregate) that does not contain a hydration stabilizer until the
concrete is deposited in place at the site of the work shall not exceed 45 minutes
when the concrete is hauled in non-agitating trucks, nor more than 90 minutes
when hauled in truck mixers or truck agitators unless otherwise permitted by the
ENGINEER.
G. The batch shall be so charged into the drum that a portion of the mixing water
shall enter in advance of the cement and aggregates. The flow of water shall be
uniform and all water shall be in the drum by the end of the first l/4 of the
specified mixing time.
H. Cement shall be charged into the mixer by means that will not result in loss of
cement due to the effect of wind, or in accumulation of cement on surfaces of
hoppers or in other conditions, which reduce or vary the required quantity of
cement in the concrete mixture.
I. ENGINEER shall have access to and have the right to inspect batch plants
providing concrete to the project.
J. Weighing scales shall be tested and certified within tolerances set forth in NIST
Handbook No. 44
TRANSPORTING MIXED CONCRETE - MIXED CONCRETE OR TRUCKMXERS
A. Transporting of mixed concrete shall conform to ASTM C 94.
B. Truck agitators shall be loaded not to exceed the manufacturer's guaranteed
capacity. They shall maintain the mixed concrete in a thoroughly mixed and
uniform mass during hauling
C. No additional mixing water shall be incorporated into the concrete during hauling
or after arrival at the delivery point, unless approved. If additional water is to be
incorporated into the aoncrete at the site, the drum shall be revolved not less than
03 30 00 10 CAST-IN-PLACE CONCRETE
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t 30 revolutions at mixing speed after the watsr is added and before discharge is
commenced. One addition of water at the site to adjust mix workability is
permitted but the maximurn water cement ratio shall not be exceeded.
The CONTRACTOR shall fumish a water-measuring device in good working
condition, mounted on each hansit mix truck, for measuring the water added to
the mix on the site. All water tanks on transmit mix trucks shall be filled prior to
being batched and arrive at the construction site 100 percent full.
Each load of ready mixed concrete delivered at the job shall be accompanied by
the ticket showing volume of concretg the weight of cement in pounds, percent of
free water in coarse and dry aggregates, and the total weight of all ingredients in
pounds.
l. The ticket shall also show the time of day at which the materials were
batched and the reading of the revolution counter at the time the truck
mixer is charged.
2. Hand written or computerized batch tickets are acceptable, however,
handwritten modifications to computerized batch tickets are unacceptable.
CONCRETE VIBRATORS
Concrete vibrators for consolidating concrete shall be 2 ll2 inch diameter "high
cycle" vibrators with a frequency under load of 8,000 - 10,400 vibrations per
minute (vpm). Concrete vibrators of lesser capacity are unacceptable for use in
any part of the construction.
The CONTRACTOR shall have at least one standby concrete vibrator ready for
use for every two concrete vibrators in use during a concrete placanent.
EXECUTION
D.
A.
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PART 3
3.1 CONSTRUCTION JOINTS
The location of all construction joints will be subject to the acceptance of the
ENGINEER. No horizontal joints are permitted in the walls of water retaining
structures.
The surface ofall constructionjoints shall be thoroughly cleaned and all laitance
and standing watsr remov€d. Clean aggregate shall be exposed by abrasive blast
cleaning. Wire brushing and air water jets may be used while concrete is fresh
provided results are equal to abrasive blast cleaning.
When shown in the Drawings construction joints shall be keyed at right angle to
the direction of shear. Except where otherwise shown on the Drawings, keyways
shall be at least l-112" in depth over at least 25o/o of the area of the section.
Joints shall be spaced to limit the size of each placement to allow for volume
change fiom shrinkage and to minimize the potential of restraint and shrinkage
cracking.
03 30 00 ll CAST-IN-PLACE CONCRETE
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3.2
l. The size and configuration of all placements shall be reviewed and
approved by the ENGINEER.
E. See SECTION 03 30 01 - CONSTRUCTION JOINTS.
F. All construction joints shall contain a hydrophilic rubber or chernical grout
waterstop. See SECTIONS 03 15 13.02 - HYDROPHILIC RUBBER (HR)
WATERSTOP and SECTION 0315 13.03 - CHEMICAL GROUT
WATERSTOP. ln the event that the drawings omit showing the waterstop the
HR waterstop shall be selected considering the width of wall, presence and
relationship of confining reinforcing steel.
PRIOR TO PLACEMENT
A. Prior to placing concrete the CONTRACTOR shall remove all debris and
materials that would prevent or reduce bonding of the and thoroughly dampen the
surfaces that will be in contact with the concrete to be placd. Surfaces shall be
clean and saturated surface dry.
B. The CONTRACTOR shall use compressed air from an air-compressor to blow-
out construction debris and dirt at the bottom of members lo be placed such as
walls, beams and columns, prior to final placement of forms that will obscure any
joint. The CONTRACTOR shall demonstrate to the ENGINEER that all debris,
such as concrete particles, saw dust, loose tie wire, bar tags, tape, trash and dirt,
have been thoroughly rernoved.
C. No concrete shall be placed when form surfaces that will be in contact with the
concrete, reinforcement, ernbedded iterns or sub-base is less than 32"F. When the
mean daily outdoor temperature is less than 40"F, the tanperature of the concrete
shall be maintained between 50o and 70oF for the required curing period. When
necessary, arrangements for heating, covering, insulating, or housing the concrete
work shall be made in advance of placernent and shall be adequate to maintain the
required temperature without injury due to concentration of heat. The maximum
temperature differential within the concrete shall be a maximum of 20oF.
Combustion heaters shall not be used during the first 24-hours unless precautions
are taken to prevent exposure of the concrete to exhaust gases which contain
carbon dioxide.
D. Concrete shall not be placed against forms exposed to heating unless the
temperature of the forms is first cooled to < 90oF.
OPENINGS AND INSERTS
A. Pipe sleeves, inserts for pipe connections, anchors and forms for pipe holes must
be accurately placed and securely fastened to the forms in such a mann€r that the
placing of concrete will not alter their alignment or location.
B. In the event that openings are inadvertently omitted or improperly placed, the
ENGINEER may require the concrete to be cored at the proper location.
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C. Filling of improperly placed openings shall be done with expansive grout or dry
pack or mortar applied with an accepted epoxy adhesive. The surfaces of the
opening shall be roughened prior to filling.
EMBEDDED ITEMS
At the time of concrete placement, embedded iterns should be clean and free from
mud, oil and other coatings that may adversely affect bonding capacity.
Aluminum embedments shall be coated with a bituminous material to prevent
electrolytic action between the ernbedded item and reinforcing steel that results in
concrete deterioration.
Embedment items shall be accurately placed and securely fastened to the forms in
such a manner that the placing of concrete will not alter their alignment or
location.
Contact between ernbedded iterns and reinforcing steel or tendon ducts is
unacceptable and is not permitted.
3.5 DELIVERY
Concrete shall be delivered at a rate that will assure continuous progress in the
placing and finishing operations.
l. ln the event the time invervals between successive loads or batches are
such to cause a partial drying of previously placed concrete, the
CONTRACTOR shall provide additonal equipment of the kind necessary
to preclude such delays.
2. Water may be added only once at the site, immediately upon arrival of the
truck and provided that the (w/(w + p)) ration of the mix is not execeeded.
3. Except during mixing revolutions, the drum of the vehicle shall operate at
agitating speed until discharge of the mix.
The concrete at the time of delivery shal be uniform in composition, of the
required consistency and required air content.
Deliver in accordance with ACI 304.
3.6 PLACEMENT
No concrete shall be placed until all formwork, reinforcernent, installation ofparts
to be ernbedded, bracing of forms, and preparation of surfaces involved in the
placing have been reviewed by the ENGINEER.
The ENGINEER shall notified 24 hours prior to a placement and shall be present
at all concrete placernents unless otherwise permitted in writing.
Placement shall conform to:
1. ACI 301 - Structural Concrete for Buildings, Chapter 8 "Placing"
A.
B.
c.
D.
E.
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2. ACI 304R - Guide of Measuring, Mixing Transporting and Placing
Concrete
3. ACI 306 - Recommended Practice for Cold Weather Concreting
4. ACI 305 - Recommended Practice for Hot Weather Concreting
D. No concrete shall be placed in water except with the written permission of the
ENGINEER.
E. All surfaces of forms and embedded materials that have become encrusted with
dried mortar or grout from concrete previously placed shall be cleaned ofall such
mortar or grout before the surrounding or adjacent concrete is placed.
F. Immediately before placing concrete, all surfaces upon or against which the
concrete is to be placed shall be free from standing water, mud, debris or loose
materials.
G. The surfaces of absorptive materials against or upon which concrete is to be
placed shall be moistened thoroughly so that moisture will not be drawn from the
freshly placed concrete.
H. The concrete shall be placed by equipment that will prevent segregation or loss of
ingredients. The stream of concrete shall not be allowed to separate by permitting
it to fall freely over rods, spacers or other embedded materials.
L No wetting of concrete surfaces during slab finishing operations shall be
permitted. Further, no concrete finishing operation shall be permitted while there
is water on the surface of slabs and other flatwork.
J. Unless otherwise called out in these Specifications or shown in the Drawings the
placement lift dspth of concrete in walls shall be limited to two feet or less to
minimize surface defects such as air voids that can form on concrete surfaces.
Lift depths will be limited to one foot il in the opinion of the ENGINEER, the
quality of the finish is unacceptable at the two-foot lift depth.
K. The temperature of mixed concrete, immediately before placing shall not be less
than 50"F or more than 90'F. Aggregates and water shall be heated or cooled as
necessary to produce concrete within these temperature limits. Neither aggregates
nor mixing water shall be heated to exceed 150"F.
CONSOLIDATION
A. All concrete shall be thoroughly consolidated immediately after deposition as
recommended in ACI 309 - Standard Practice for Consolidation of Concrete.
B. Concrete shall be thoroughly worked around the reinforcing steel, around
embedded items and into corners of forms.
C. Vibration shall be supplanented by spading, rodding or forking to eliminate all
honeycomb and voids around embedded items.
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I 1 ft",:[f';"f:?ffiT*[TlTi'if"fJ?ti';:""':sff"?fi*{{:r i u;brator shall be held at the bottom of lift for five to 15 seconds. The
I vibrator shall bepulled up at arate ofabout three inches per second.
I 2. The vibrator shall be inserted so that the fields ofaction overlap. The fieldI *":Tu?lfiTiffiy;#,:ffi$:?;$'"H',fJ#,[1];#Hr
approximately 20 inches.
I 3. Vibration shall be stopped when the concrete surface takes a sheen andf large air bubbles no longer escape.
r 4. Do not use a vibrator to move concrete horizontally.
5. Use partilcar care to vibrate in areas requiring careful consolidation such
I as congested reinforcing steel, embeddments, prestressing steel anchorages
t and construction joints that have waterstops.
I 3.8 FINISHING
I A. See SECTION 03 35 00- CONCRETE FINISHING
t 3.e cuRrNG
A. See SECTION 03 39 00 - CONCRETE CURINGll
r 3.IO PATCHINGTIEHOLES
I A. See SECTION 03 66 00 - GROUT FOR TIE HOLES
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CAST.IN-PLACE CONCRETE MATURITY TESTING
- PART1 GENERALrI.I WORK INCLUDED
I A. The CONTRACTOR shall furnish a calibration curve for every approved struc-
tural concrete mix used on the project.
I B. The concrete mix maturity shall be determined in an approved testing laboratory.
I C. The testing agency shall foliow all the steps in ASTM C 1074, including the de-
I termination of the datum temperature.
I D. The ENGINEER shall be notified one week prior to rh€ start of the testing, and beI given access to the laboratory to observe anyportion ofthe testing.
I r.z euAt-rry sTANDARDSI
A. American Society for Testing and Materials (ASTM)
f l. ASTM C 10'74- Standard Practice for Estimating Concrete Strength by
I the Maturity Method
I 2. ASTM C 192 - Practice for Making and Curing Concrete Test Specrmens
in the Laboratory
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| 1.3 SUBMTTTALS
I A. Submittals shall conform to the requirements of SECTION 0l 33 0l -I SUBMITTALS and shall include:
l. Calibration Curvef 2. Concrete cylinder maturity readings
r '^ 3:tH:ili:li?'.'"1il1ffiil1'".,:'*
test resurts
I 5. Mix proportions of test batch, including all admixtures
I PART 2 MATERIALSI
j_ 2.1 MATURITY LOGGERS
r A. The maturity loggers shall process temperature dara in real-time to calculate ma-
I turity, and meet the requiremenls shown in Table l.
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I4+Q5
Temperature Accuracy + loc
Maturity Integation Period I Minute
Maturity Techniques Available ASTM C 1074 Nurse Saul Method
ASTM C 1074 Arrhenius Method
Logger Dimensions l-ll2 in. X l-l/8 in. Diameter (Max.)
Operating Temperature -lSoC to 85'C (0"F to 185"F)
Logging Battery Life 6 Months
Table I - Maturity Logger Specifications
B. Maturity loggers shall be Model No. MAT-02-IH56D manufactured by intelli-
ROCK or equivalent as accepted by the ENGINEER.
PART3 EXECUTION
3.1 CALIBRATION CURVE
A. Develop a trial batch from the approved concrete mix desigr
B. Cast 26 - 6" x 12" cylinders and embed maturity loggers in two of the cylinders.
Place the loggers in the center ofthe cylinders.
C. Cure the cvlinders in accordance with SECTION 03 39 00.
D. Perform compressive strength tests on one set of three cylinders at the following
intervals:
l. I day
2. 2 days
3. 3 days
4. 5 days
5. 7 days
6. 14 days
7. 28 days
8. 56 davs
Record the individual break strengths and the average.
E. Take a maturity reading from both of the cylinders with embedded maturity log-
gers. Record both readings and the average.
F. Plot cylinder maturity versus compressive strength. This is the calibration curve.
DETERMINATION OF DATUM TEMPERATUREJ.Z
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I| , A. The procedure for the determination of the datum temperature is given in the an-
nex ofASTM C 1074.tr B. Prior to starting the testing for the determination of the concrete datum tempera-
,- ture the testing agency shall submit for approval the exact procedure for testing
I including the three water bath temperatures, mix constituents of mortar speci-
mens, data analysis method (linear regression analysis or regression analyses with
I a general function), and all other procedures pertinent to the test.
f- C. The testing agency shall submit all collected data to the ENGINEER, as well as all
calculations involved in computing the datum temperature.
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END OF SECTION
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Ir SECTION 03 35 00I coNCRETE coNSTRUCTIoN JoTNTS
II PARTl GENERAL
r I.I WORK INCLUDED
I A. The CONTRACTOR shall supply all labor, tools, equipment and material for the
t preparation of construction joints in concrete structures in accordance with these
i specifications and as shown in the Drawings.
I B. This work includes all construction joints such as congrete slab and wall penetra-
tions, column-footing joints, wall construction joints, column capital-slab joints
f and footing-slabjoints.
I 1,2 QUALITY STANDARDS
Il- A. American Concrete Institute (ACI)
I! l. ACI 1 17 - Standard Tolerance for Concrete Construction and Materials
2. ACI 301 - Specifications for Structural Concrete for Buildings
I , 3. ACI 302 - Guide for Concrete Floor and Slab Construcfion
I 4. ACI 318 - Building Code Requirements for Structural Concrete
I PART2 PRODUCTS-NONE
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PART3 EXECUTION
l.
r 3.1 SURFACE PREPARATION
I A. Concrete SurfacesI
. l The surface of concrete construction joints shall be clean and all materials
! that inhibit bond, such as curing compounds, laitance, saw dust, wood,
dirt, polyethylene, pipe tape coating and paper shall be rsmoved'
I 2. Concrete shall be roughened to produce a rough, plus or minus l/16 inch,
t 3. *::r::ffies shail be wetted with clean potable warer and standing
water rsmoved immediately before new concrete is placed.
I 3.2 PIPE PENETRATIONS
I A. Unless otherwise detailed in Drawings, all pipes penetrating concrete sections
such as wall and floor slabs shall have all coatings, such as tape coating or paint
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I o33soo I CONCRETE CONSTRUCTION JOINTS
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3.3
05-2446
and other materials, that can irihibit bond completely removed from the portion of
the pipe to be in contact with the concrete.
B. The ground surface shall be smooth and properly graded and compacted. All de-
bris, such as SfrofoamrM, popff, polyethylene and wood, shall be removed' The
gound surface shall be dampened and prepared to prev€nt the inclusion of dirt,
pieces ofaggregate or balls ofsoil in the concrete.
WATERSTOPS
A. All construction joints shall contain a hydrophilic rubber or chernical grout wa-
terstop. See SECTIONS 03 15 13.02 - HYDROPHILIC RUBBER (HR)
WATERSTOP and SECTION 03 15 13.03 - CHEMICAL GROUT
WATERSTOP. In the event that the drawings omit showing the waterstop the
HR waterstop shall be selected considering the width of wall, presenco and rela-
tionship of confi ning reinforcing steel.
CONSTRUCTION REVIEW
A. The ENGINEER shall review the preparation of all construction joints prior to
concrete placement.
B. It is the responsibility of the CONTRACTOR to noti$ and provide a minimum of
24 hours notice to the ENGINEER of these activities. If joint placement is per-
formed without the ENGINEER's presence, t}te work will be deemed unacaept-
able and non-conforming to these specifications.
C. If the ENGINEER determines that construction review of a particular activity is
unnecessary, he will provide written direction to the CONTRACTOR to proceed
with that particular activity without his construction review.
END OFSECTION
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03 35 00 CONCRETE CONSTRUCTION JOINTS
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I sECTroN 03 36 ooI coNCRETE FINISHING
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PARTI GENERAL
t 1.1 woRK TNCLUDED
;| A. The CONTRACTOR shall supply all labor, tools, equipment and materials to
I finishproperlyplaced concrete.
I B. The work includes the repai.r of concrete that fails to conformance with the
I requirements of this section.
l. The ENGINEER shall review the CONTRACTOR's means and methods! prior to performing repair of improperly placed or finished concrete.
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r 2. Yildt:: ofprior approval of the means and methods of concrete finish
repair, no concrete finish shall be repaired until the ENGINEER hasI ;:':ffii.15ffi'*:flT:l ^H#-,:iri,'":,'$:T:"i"ii'trff*:;r surfaces, placement "pour" lines (coidjoints) and sand streaking. It also
includes defects caused by excessive form deflections, form damage or
a form failure where the defects do not exceed the tolerances found in
SECTION 03 I I OO _ CIPC FORMING,
E. Unless otheiwise called out in the Drawings tie holes shall be finished as specified
in SECTION 03 67 00- GROUT FOR TIE HOLES.
F. Also see SECTION 03 68 00 - CONCRETE CRACK REPAIR.
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l. ACI 116 - Cement and Concrete Terminology2- ACI l2l - Quality Assurance Systems for Concrete Construction3. ACI 301 - Specifications for Structural Concrete for Buildings4. ACI SP-l5 - ACI30l Field Reference Manual5. ACI 304 - Placing Concrete by Pumping Methods6. ACI 309 - Identification and Control of Consolidation-Related Surface
Defects in Formed Concrete
7 . ACI 3 I I - Guide for Inspection of Concrete
B. American Society for Testing and Materials
t 03 3600 CONCRETE FINISHING
1.3
l. ASTM STP l69C - Significance ofTests andPropedies ofConcrete and
Concrete-Making Materials
2. ASTM C 150 - Standard Specification for Portland Cement
3. ASTM C 33 - Concrete Aggregates
C- US Departrnent of Interior - Bureau of Reclamation (BUREC)
l. M-47 Standard Specifications for Repair of Concrete
SUBMITTALS
A. General
l. Submittals shall be made in accordance with SECTION 0l 33 00 -
SUBMITTALS.
B. Product Data
l. Grouts
2- Bonding agents
3. Means and methods of repairing defects unless otherwise called out
herein.
C. Equipment
l. Themrometers for measuring concrete surface ternperature
D. Manufacturer's safety data sheets
1.4 DELIVERY, STORAGE AND HANDLING
A. Deliver the materials to the project site in th€ manufacturer's containers with all
labels intact and legible at the time of use.
B. Materials shall be stored in a secure, indoor, dry area.
C. Maintain grouts and aggegates in a dry condition during delivery, storage, and
handling.
PART2 PRODUCTS
2.1 PREMDGD PRE-PACKAGED GROUTS (NO EQUrvALENTS)
A. Masterbuilders EMACO S88-CI
(for placements ranging in thickness, t, 3/8-inch < t < l-llL inches
03 36 00 CONCRETE FIMSHING
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B. Masterbuilders EMACO S-66-CI
(for placements ranging in thickness, t l-inch < t < 8-inches
2.2 EPOXYBONDINGAGENTS
A. Master Builders Concresive Liquid (LPL)
B. Master Builders Concresive Standard Liquid
2.3 CEMENT
A. ASTM C 150, Tlpe I
AGGREGATE
A. ASTM C 33,l00yo passing the No. 30 mesh sieve
BOND COAT MORTAR
A. Mortar used to bond patching mortar shall be made of the same materials and of
approximately the same proportions as used for the concrete, except that the
coarse aggregate shall be omitted and the mortar shall consist of I part cement to
not more than I part sand by damp loose volume.
PATCHING MORTAR (FOR PATCHES WITH THICKNESS, t, < 3/8-inch)
A. Patching mixture shall be made of the same materials and of approximately the
same proportions as used for the concrete, except that the coarse aggregate shall
be omitted and the mortar shall consist of I part cement to not more than 2-l/2
parts sand by damp loose volume.
B. White air-entrained Portland cement shall be substituted for a part of the gray
Portland cem€nt on exposed concrete in order to produce a color matching the
color of the surrounding concrete, as determined by a trial patch.
C. The quantity of mixing water shall be no more than necessary for handling and
placing.
D. The patching mortar shall be mixed in advance and allowed to stand with frequent
manipulation with a trowel, without addition of water, until it has reached the
stiffest consistency that will permit placing.
2.6
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04.2744
2.7 WATER
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PART 3
Only clean potable water shall be used.
A calibrated measuring device is required for measuring the proper amount of
water to be added to pre-packaged grouts and mortars.
EXECUTION
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3.1 REPAIR OF SURFACE DEFECTS
Surface defects, unless otherwise specified by the Contract Documents, shall be
repaired immediately after form removal but not before review by the
ENGINEER.
B. The surface temperature of the concrete shall be 50" F and rising. The
CONTRACTOR shall measure surface temperatures when requested by the
ENGINEER. If necessary the CONTRACTOR shall enclose and heat the area to
be repaired to bring the surface temperature of the concrete and air temperature to
acceptable levels and to permit proper curing.
C. All honeycombed and other defective concrete shall be removed down to sound
concrete. Ifchipping is necessary, the edges shall be perpendicular to the surface
or slightly undercut. Feathered edges will not be permitted.
D. The area to be patched and an area at least six inches wide surrounding it shall be
dampened to prevent absorption of water from the patching mortar.
E. A bonding grout shall be prepared, mixed to the consistency of thick cream, and
after surface water has evaporated from the area to be patched, well brushed into
the surface. When the bond coat begins to lose the water sheen, the premixed
patching mortar shall be applied.
F. The repair mortars shall be thoroughly consolidated into place and stnrck off so as
to leave the patch slightly higher than the surrounding surface.
G. To permit initial shrinkage, the repair mortar shall be left undisturbed for at least
one hour before being finally finished.
H. The patched area shall be kept damp for seven days. Metal tools shall not be used
in finishing a patch in a formed wall that will be exposed.
TIE HOLES
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03 36 00
See SECTION 03 67 00- GROUTS FOR TIE HOLES
CONCRETE FIMSHING
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3.3 PROPRIETARY MATERIALS
A. Certain types of defects may require the use proprietary compounds for adhesion
or as patching ingredients. The ENGINEER will review these defects and request
means and methods for these repairs from the CONTRACTOR.
B. In lieu ol or in addition to, the foregoing patching procedures using bond coat and
patching mortars, epoxy bonding agents and premixed pre-packaged grouts may
be used for repair of defective areas. Such compounds shall be used in
accordance with the manufacturer's written recommendations and directions. The
ENGINEER shall review and provide written acceptance of these procedures.
FIMSHING OF FORMED AND UNFORMED STIRIACES
A. Finishes shall be performed as called out in the Drawings and in referenced
Specifications.
l. Formed Surfaces
Smooth Form Finish
1) The form facing material shall produce a smooth, hard,
miform texture on the concrete.
2) The arrangernent of the facing material shall be orderly and
symmetrical, with the number of seams kept to the practical
minimum.
3) Surface textures that result from forms with raised grain,
torn surfaces, wom edges, patches, dents, or other defects
shall be ground smooth or otherwise repaired.
Air Voids on Formed Surfaces
Air voids on formed surfaces deeper than l/4 inch shall be
filled with patching mortar.
The frequency and size of air voids shall be equal to or
better than shown in Figure 1 found on the next page. The
total void area is lYo of the surface area, or 0.36 sq. in.
This 6-inch x 6-inch figure is the visual standard for
acceptance of the finish that does not require filling of air
voids.
b.
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Tie Holes
1) Tie holes shall be filled as specified in SECTION 03 67 00
_ GROI..N FOR TM HOLES.
Form Fins
l) Chip or rub-offform fins exceeding l/16 inch in height.
Rock Pockets
CONCRETE FIMSHING
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l) Poorly consslidated concrete shall be removed to sound
concrete and the defect repaired.
2) The ENGINEER shall outline the area to be repaired.
As-Cast Finish
For as-cast concrete finish form materials shall produced a sound
surface.
l) Fill air voids deeper than ll4 inch. and larger than 0.50 sq.
in.
2) The total area of acceptable air voids is 0.72 sq. in. in a 6
inch by 6-inch square.
Tie Holes
l) Tie holes shall be filled as specified in SECTION 03 66 00
_ GROUT FOR TIE HOLES AND PT ANCHORAGE
POCKETS,
Form Fins
l) Chip orrub-offform fins exceeding l/8 inch in height.
J.Rubbed Finish
Immediately after removing the forms, form ties shall be broken
back a minimum of 3/4 inch from the surface, honeycomb, voids
and other surface defects grouted.
The surfaces shall be thoroughly dampened and rubbed with a No.
16 carborundum stone or equal abrasive to create a uniform surface
paste. The rubbing shall be continued to remove all form marks
and surface irregularities producing a smooth, dense surface.
After setting, the surface shall then be rubbed with a No. 30
carborundum stone until the surface is smooth in texture and
uniform in color.
Unless otherwise shown in the Drawings only exposed surfaces
shall have a rubbed finish.
Rubbed finish work on surfaces exposed to view shall not be
performed on water retaining structures, such as tanks, until after
the watertightness test is completed-
Stairways and Sidewalks
a. Strike smooth tops of stairs and sidewalks and finish with a light
broom providing a texture oft l/16 inch.
03 36 00 CONCRETE FIMSHING
04-2744 t
).Slabs with Waterproofing Membranes
Stike smooth
Bull float finish.
6.Water Storage Tank Floor Slabs
Strike smooth
Bull float finish
Broom after evaporation of bleed water.
l. Concrete shall be stiffenough such that a footprint does not
indent the slab surface more than l/8 inch.
2. Brooming shall be performed after all concrete has been
placed. Concrete in a plastic state shall not be broomed.
,|Other Floor Slabs
Strike smooth
Bull float finish
Float finish after initial set
l. Concrete shall be stiffenough such that a footprint does not
indent the slab surface more than l/8 inch.
2- Do not broom unless otherwise required by the Drawings
or ENGINEER. If brooming is required perform after all
concrete has been placed. Concrete in a plastic state shall
not be broomed.
Exposed RoofSlabs
a. Strike smooth
b. Bull float finish
c. Broom after evaporation of bleed water.
l. Concrete shall be stiffenough such that a footprint does not
indent the slab surface more than l/8 inch.
2. Brooming shall be performed after all concrete has been
placed. Concrete in a plastic state shall not be broomed.
Buried Roof Slabs
Strike smooth
Bull float finish
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IIr ' 10. Construction Joint Swfaces
-r I 3ilf:::llili:iHl;:fi,Tf,11;dpriorto pracing additionar
I concrete, such as columns on column footings and column
I footings, on reservoir slabs.
I 3.5 PIASTIC SHRINKAGE CRACKREPAIR
I A. If during finishing plastic shrinkage cracks appear, the CONTRACTOR shall
f rework the surface to close the crack by re-floating the surface.
I B. t"#;1ffi1ii:onal water or evaporative retardant to the surface of the concrete
I 3.6 cRAcKREPATRI
r A. The CONTRACTOR shall repair cracks > 0.010 inches wide as measured by the
I ENGINEER.
B. Crack widths shall be measured using a crack comparator gauge.
C. SeeSECTION03 6800-CONCRETECRACKREPAIR
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END OFSECTION
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CONCRETE FINISHING
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I sECTroN 03 3e oo
CONCRETE CURING
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PARTI GENERAL
t 1.1 woRK TNCLUDED
t A. The CONTRACTOR shall furnish all labor, tools and equipment for curing cast-
I in-place concrete.
I 1.2 QUALITY STANDARDS
I A. American Concrete Institute (ACI)I ) i8iiffi ffr.1;::ff::sff::rl;r,
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3. ACI 308 - Standard Practice for Curing Concrete
B. American Society for Testing Materials (ASTM)
t l. ASTM ClTl-SheetMaterialsforCuringConcrete2. ASTM C 309 - Liquid Membrane-Forming Compounds for Curing
I 3. i3ffiB 2rc3 -polyethylene Film and Sheeting4. ASTM D 882 - Test Methods for Tensile Properties of Thin Plastic
| 5. itTifi 883 - rerminology Related to plasrics
I C. Corps of Engineers (CRD)
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3ffi;3ff - Specifications for Membrane-Forming Compounds for Curing
1.3 SUBMITTALS
I A. Data on curing compounds sheet materials
I B. Methods of securing sheet materials in place.lr
1.4 QUALIry CONTROL
t A. Perform the work in accordance with this Specification and in accordance with
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applicable ACI standards.
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When a conflict occurs between this Specification and ACI occurs, the ACI
standard shall control.
The CONTRACTOR shall have a copy of the current applicable ACI standards on
site.
D. All materials shall be used in accordance with the manufacturer's printed
instructions, a copy ofwhich shall be on site.
I.5 DELryERY,STORAGEANDHANDLING:
A. Deliver, store and handle products under the provisions of the Specifications.
B. Deliver curing materials in manufacturer's original packaging including
applicable instructions and manufacturer's safety data sheets (MSDS).
PART2 PRODUCTS
2.1 WHITE-BURLAP-POLYTHYLENE SHEET
A. White burlap-polyethylene sheeting weighing not less than l0 oz/linem yard, 40
inches wide shall be securely bonded to the burlap so tlrat there will be no
separation.
B. The white opaque polyethylene shall be at least 0.004 inches thick when
measured in accordance with ASTM D 2103.
C. See 2.3 below for additional requirements forpolyethylene fitn
LIQUID MEMBRANE-FORMING COMPOUNDS FOR CURING CONCRETE
A. Liquid membrane-forming compounds for curing concrete shall and conform to
ASTM C 309, Type 2 (white pigmented), Class B as defined by ASTM D 883
(resin based) and CRD C-300.
B. The membrane film shall also conform to CRD-300 which permits a maximum
unit moisture loss through the membrane of 0.030 grams per cm'after seven days
exposure to a l0-mph current of air at 1000 F and a 30% R.H when applied at 200
sq. ft. per gal.
B. Liquid membrane-forming curing compounds shall be a resin-based white-
pigmented solvent with a minimum of l8% solids.
C. The product shall exhibit a daylight reflectance of not less that 600/o of that of
maenesium oxide.
B.
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D. The product shall be designed to oxidize and disintegrate as it ages.
E. Approved manufacturers and products (no equivalents)
1. US Spec Maxcure Resin HS.
POLYETHYLENE FILM
A. Polyethylene film shall conform to ASTM D 2103.
B. The film shall have a thickness of at least 0.0040 inches when measured in
accordance with ASTM D 2103 and be a white opaque color.
C. The tensile strength shall not be less thanl,700 psi in the longitudinal direction
and 1,200 psi in the transverse direction when measured in according to ASTM D
882.
D. The minimum elongation of polyethylene film shall be 225o/o in the longitudinal
direction and 350% in the transverse direction when measured according to
ASTMD 882.
E. The daylight reflectance of white polyethylene film shall be at least 70%o when
measured according to ASTM E 1347.
LIQUID MEMBRANE FORMING COMPOIIND APPLICATORS/ SPRAYERS
A. Membrane curing compounds shall be applied with a sprayer manufactured by
Allen Engineering, Inc., or equal, capable of maintaining a constant pressure.
(Allen Engineering, Inc., PO Box 819, Paragould, Arizona 74450, telephone (800)
643-0095.)
B. Unless otherwise accepted in writing by the ENGINEER, spraying membrane-
curing compounds by other methods, such as hand-pressurized sprayers, is
unacceptable.
EVAPORATIVE RETARDANT
A. Confilm manufactured by Master Builders, lnc.
B. Monofilm ER manufactured by US Spec.
WATER
A. Only water that has been determined to be non-detrimental to concrele shall be
used.
2.5
2.6
03 39 00 CONCRETE CURING
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EXECUTION
GENERAL
A. Begirming immediately after placernent, all concrete shall be protected from
premature drying, excessively hot or cold temperatures, and mechanical injury.
The concrete shall be maintained with minimal moisture loss at a relatively
constant temperature for the period necessary for hydration of the cement and
hardening of the concrete in accordance with ACI 308, "Standard Practice for
Curing Concrete" as interpreted by the ENGINEER.
B. The materials and method of curing shall be subject to review and acceptance by
theENGINEER.
Specific curing requirements may be called out on the Drawings or other
Technical Specifications.
Curing shall be continued for at least seven days. Altematively, moisture
retention measures may be terminated when the average compressive strength has
reached 7 UYo of the specifi ed concrete strength.
When a spray applied membrane-curing compound is used, it shall be applied in
two coats with the second coat applied at right angles to the first coat.
1. For uniform application on vertical surfaces apply two coats with a one
hour interval between coats.
2. The CONTRACTOR shall demonstrate that the proper application rate is
being applied by applying a known quantity of product to a measured test
area.. The test area shall be used as a visual reference for the remainder of
the surface.
3.2 EVAPORATION CONTROL
The CONTRACTOR shall have a recording thermometer, hygrometer and wind
gage on site seven days prior to first concrete placement.
Precautions against plastic shrinkage cracks may be required in conditions other
than what is normally considered hot weather conditions.
If the rate of evaporation approaches 0.10 lb/ftzlhr precautions against plastic
shrinkage cracking are required.
The effect of concrete and air temperatures, relative humidity and wind velocity
on the rate of evaporation of surface moisture from concrete shall be estimated
throughout a placement using the following Figure l, taken from ACI 308. When
the evaporation rate exceeds 0.10 lbift'.hr the use of an evaporative control
t24343
PART 3 fff
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03 39 00 CoNCRETE CLTRTNG I
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measures are required and shall be used throughout the remainder of the
placement.
Alternative means of reducing evaporation to an acceptable level, such as fog
spraying, shall be submitted for review and acceptance. Provisions for alternates
to evaporative retardants including windbreaks, shading, fog spraying, sprinkling,
ponding, evaporative retardants, or wet covering with a light colored material
shall be made in advance of placement, and such protective measures shall be
taken as quickly as concrete hardening and finishing operations will allow.
ll€cr
tt8*drrnp tqrffiffiff co.o
ZUoldgnrcroa lo.Or4rnn E
1r&id!mb# io'rilqSt- I o.s|.frrnh6d.*06r tH?ruffim*3
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Ar In!*ec. {tsg r
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03 39 00
Figure l.
CONCRETECURING
124343
F. Evaporative retardants shall be applied with an industrial type sprayer, such as the
type manufactured by Allen Engineering, Inc., capable of maintaining a constant
pressure. (Allen Engineering, Inc., PO Box 819, Paragould, Arizona 74450,
telephone (800) 643-0095.)
1. If the nozzle of the sprayer becomes plugged, the CONTRACTOR shall
clean, or replace, the nozzle.
2. Under no circumstances shall the retardant be used except by spraying a
fine mist with anozzle.
E. Unless otherwise accepted by the ENGINEER, spraying membrane curing
compounds or evaporative retardants by other methods, such as hand-pressurized
sprayers, is unacceptable.
F. The retardant shall be applied in strict conformance with the manufacturer's
recommendations and precautions.
G. In no case shall the retardant be used as a finishing agent or worked into the
concrete as part ofthe finishing operation.
H. The use of an evaporative retardant requires review and approval by ttre
ENGINEER.
3.3 LIQUIDMEMBRANE.FORMINGCURINGCOMPOLINDS
A. Rate of Application
1. Apply at a maximum rate, R, of 200 sq. ft. square feet per gallon. The 200
square feet per gallon application rate is the sum for two coats of curing
compound.
2. Apply as soon as the surface water has dissipated and the concrete has
been finished or formwork removed.
3. Apply two coats, sprafng the second layer perpendicular to the first layer.
Allow the first layer to dry prior to appllng the second layer- Depending
on the particular product, this drying time period normally ranges from
three to four hours.
B. Followmanufacturer'sdirections,including:
l. Do not use material that has frozen
2. Do not mix with other chemicals or alter in anv wav.
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FLOOR AND ROOF SLABS
General
l. All slabs shall be cured by two methods.
2. The first method shall be the placement of a membrane-forming curing
compound placed as described in Paragraph 3.3.
3. The second method of curing is subject to the review and acceptance of
the ENGINEER and includes methods such as, ponding, continuous
sprinkling or waterproof sheet materials.
Application of a membrane-forming curing compound conforming to ASTM C
309, described in Paragraph 3.3. above.
l. The compound shall be applied in accordance with the recommendations
of the manufacturer immediately after any water sheen that may develop
after finishing has disappeared from the concrete surface.
2. After the curing time period is complete, the CONTRACTOR shall
thoroughly remove spray applied curing compounds using measures such
as a light sand or water blast, prior to placing concrete to promote proper
bond of concrete to concrete.
Ponding or continuous sprinkling.
l. The slab shall be kept uniformly and continuously wet. Dry spots are
unacceptable and cause for rejection of the curing method. Cyclical
wetting and drying shall cause rejection of the curing method.
2. Ponding shall not be permitted when air temperatures below 40o F are
predicted or the possibility of freezing the water exists.
3. The slab shall be ponded in a one hour time period, maximum. If the slab
cannot be covered with water in one hour another method of curing shall
be used.
4. Where ponding is not feasible, i.e., raised wall footing, the section shall be
continuously sprinkled or covered with waterproof sheet materials
Waterproof Sheet Materi als
Waterproof sheet materials shall conform to ASTM C 171
The waterproof sheet materials shall be secured in place with sufficient
weight to prevent slab exposure due to wind.
Sheet materials shall be overlapped a minimum of six inches.
Intermittent exposure of the slab is unacceptable and as determined by the
ENGINEER shall be cause for rejection of the curing method.
E.Use of Insulating Blankets as a Substitution for Sheet Materials
B.
C.
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03 39 00 CONCRETE CURING
3.5
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1. During cold weather conditions the ENGINEER will review and
determine if insulating blankets will be accepted in place of waterproof
sheet materials.
2. Regardless of temperature conditions the ENGINEER may require the use
of blankets around the perimeter of the slab.
3. The blankets shall be lapped and weighted down similar to sheet materials.
WALLS AND COLIJMNS
A. Moisture loss from surfaces placed against wooden or metal forms exposed to
heating by the sun shall be minimized by keeping the forms wet until they can be
safely removed.
B. After form removal, the concrete shall be cured until the end of the curing fime by
one of the previously described curing methods.
C. Concrete shall not be placed against forms that have been exposed to air below
freezing temperatures until the forms have been heated so that the surface
temperature of the form is > 40o F.
D. The top of walls and columns not covered by forms shall be cured using a
membrane-curing compound conforming to ASTM C 309 immediately after
placement. See above paragraph 3.3.
OTHER SURFACES
A, Unless otherwise shown in the Drawings all other surfaces shall be cured using
fwo applications of a membrane-curing compound conforming to ASTM C 309.
See paragraph 3.3
COLD WEATTIER
A. Curing during cold weather conditions shall include tle above methods except for
ponding or sprinkling unless measures are taken to prevent freezing of the water.
RATE OF TEMPERATURE CHANGE
A. Changes in temperature of the air immediately adjacent to the concrete during and
immediately following the curing period shall be kept as uniform as possible and
shall not exceed 5" F in any one hour or 50" F in any 24-hour period.
PROTECTION FROM MECHANICAL INJURY
A. During the curing period, the concrete shall be protected from damaging
mechanical disfurbances, such as load stresses, heavy shock, and excessive
vibration.
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3.8
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B. All finished concrete surfaces shall be protected from damage by construction
equipment, materials, or methods, by application of curing procedures, and by
rain or rururing water.
C. Self-zupporting structures shall not be loaded in such a way as to overstress the
concrete.
4,0 FAILIJRE TO PROPERLY CURE CONCRETE
A. If, in the opinion of the ENGINEER, the curing methods do not meet provisions
of this specification, the CONTRACTOR shall immediately (within one hour)
revise or supplement the means of curing concrete- The ENGINEER shall
review and approve the revised plan.
B. If, in the opinion of the ENGINEER, the CONTRACTOR fails to modify the
curing methods to achieve an acceptable cure, the section will be subject to
immediate rejection, or reconmendation to the OWNER for only partial payment,
as determined bvthe ENGINEER.
END OF SECTION
03 39 00 CONCRETE CTIRING
1.2
1.3
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SECTION 03 66 OO
GROUT FORTIE IIOLES
PARTI GENERAL
1.1 WORKINCLUDED
A. The CONTRACTOR shall furnish all labor, tools and equipment for the place-
ment of grout in reservoir form tie holes as shown on the Drawings and specified
B. This section includes basic mixing, application, and curing methods for one com-
ponent, cement-based, chloride-resistant, flowable surface renovation grout.
C. CONTRACTOR shall have a printed set of manufachuer's recommendations for
product use on site for review during preparation, mixing and application of
grouts.
QUALITY STANDARDS
A. American Society for Testing Materials (ASTM)
1. ASTM C 78 - Test Method for Flexural Strength of Concrete (Using Sim-
ple Beam with Third-Point Loading
2. ASTM C 109 - Test Method for Compressive Strength of Hydraulic Ce-
ment Mortars - Modified
3. ASTM C 469 - Test Method for Static Modulus of Elasticitv and Poisson's
Ratio of Concrete in Compression
4. ASTM C 666 - Test Method for Resistance of Concrete to Rapid Freezing
and Thawing
5. ASTM C 882 - Test Method for Bond Shength of Epoxy Resin Systems
used with Concrete - Modified
6. ASTM C l0l2 -Test Method for Length Change of Hydraulic Cement
Mortars Exposed to Sulfate Solution - Modified
7. ASTM C 1202 - Electrical Indication of Resistance to Chloride Ion Pene-
tration
SUBMITTALS
Product Data
Cement Based Repair Grout
Evaporative Retardant Films
Curing Compounds
l.
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3.
03 66 00 GROUT FOR TIE HOLES
It2-1243
4.
5.
6.
7.
Form Release Agents
Bonding Agents
Vibrator Specifi cations
Sheet Materials for Curing Concrete
1.4 QUALITY ASSURANCE
Field Tests
l. When the OWNER is to perform grout testing, the CONTRACTOR shall
assist the OWNER or his concrete testing consultant as requested during
the performance of quality control testing. When mortar is placed using a
pump, mortar for testing will be taken from the pumper discharge hose.2. When prescribed in the Drawings or by these Specifications, length change
test specimens will be taksn during construction from the fust placement
of each type of mortar, and at intervals thereafter as selected by the
ENGINEER to insure continued compliance with these specifications.
unless otherwise specified on the Drawings or specifications the testing
will be performed by the OWNER or testing representative.3. When required length change tests and fabrication of specimens for ce-
ment based mortar will be performed as specified in ASTM C l0l2 at in_
tervals during construction as selected by the ENGINEER. A set of three
specimens will be made for testingatT and 28 days.4. All mortar, already placed, that fails to meet the requirements of this
Specification, is subject to removal and replacement at the cost of the
CONTRACTOR.
5. unless otherwise specified in the Drawings or Specifications, the cost of
all laboratory tests on grout will be borne by the OWNER, but the
CONTRACTOR shall assist the ENGINEER in obtaining specimens for
testing. However, the CONTRACTOR shall be charged for the cost of
any additional tests and investigation on work performed which does not
meet the Specifications.
Construction Tolerances
l. The grout shall be placed within +lil6 inch of the surface of the surround-
ing concrete.
DELIVERY, STORAGE AND HANDLING
A. Cement based mortar shall be delivered and stored in manufacturer's packaging
until it is ready to be mixed and placed.
B. Mortar bags shall be stored off the ground and protected from water and all other
substances that will penetrate packaging.
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03 66 00 GROUTFOR TIEHOLES T
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Lt= r PART2 PRoDUcrs
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l 2.r ACCEPTABLEMANUFACTURERS/PRODUCTS
I A. MasterBuilders Technologies
r l. EMAC' s88-cl
I 2. EMACO S66-CR
t 3. l\tB 429, Masterkure CR, Masterkure 200W or Masterkure l00W - curing
I compounds
, B. No Equivalents
I z.z MoRTARFoRPATCHTNG TrE HoLES
. A. EMACO S88-CIII!l 23 MoRTAR FoR pATCHTNG DEEp rIE HoLES > I-!2INCHES DEEp
I A. EMACO S66-CR (aggregate extended)lt
I 2.4 BONDTNGADHESTVES
I{B. Concresive Liquid LPL or Concresive Standard Liquid
| 2.s wArER
I A. Only clean potable water shall be used.
t B. A calibrated measuring device is required for measuring the proper amormt of wa-
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ter to be added to grouts and mortars.
2.6 CURINGCOMPOUND
I A. MB zg,Masterkure 100W, Masterkure 200W
I PARr3 E)ccurroN
3.I GENERAII! A. These grouts contain admixtures that increase grout strength and workability. The
a strength and performance ofthe grout is dependent on proper surface preparation,
, grout mixing and curing.
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B. The CONTRACTOR shall be required to use a calibrated measuring device to add
clean potable water to the grout mix. Water added to a grout mix without a cali-
brated device is cause for grout rejection, removal and re-placement.
C. Curing is critical to prevent shrinkage cracks that can develop with grouts contain-
ing some admixtures. Curing shall begin immediately after placement.
D. All mixing surface preparation, handling, placing consolidation, and othermeans
of execution for pre-packaged mortars shall be done according to the instuctions
and recommendations of the manufacturer and this Specification.
E. In the event that a conflict occurs between this Specification and manufachuer's
instructions, the murufacturer's instructions shall prevail in all cases.
GROUTING
Preparation
l.
2.
J.
B.Mixing for S88-CI
l.
C.Mixing for S66-CR
Thoroughly clean surfaces and anchorage steel of rust, dirt, loose chips,
and dust.
Maintain substrate in a saturated, surface-dry condition.
Do not apply unless the surface temperature of the concrete is > 40o F.I
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Mix using a mortar (paddle-type) mixer is recommended, however a Jiffler
mixer with a slow speed drill (400/600-rpm) is acceptable for small
batches.
Enough water shall be added to the mixing container to obtain a slump of
four (minimum) to six inches (maximum) (approximately 0.5 gallon per
ba9.
Do not exceed water quantity shown in manufacturefs instructions.
Add contents of bag to the container while continuing to mix to a unifomr
consistency. Mixing time shall not exceed five minutes.
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4.
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2.
Mechanical mixing using a mortar (paddle-type) mixer is required. How-
ever, a Jifller mixer or a slow speed drill (400-600 rpm) may be used for
small batches.
Add enough water to the mixing container to obtain a minimum slump of
four inches, maximum slump of six inches (approximately 0.5 gallon per
bag).
Add the contents of the bag to the container while continuing to mix.
Mix to a uniform consistencv
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03 66 00 cRourFoRrrEHor.Es I
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| .. ffiffi:mixing
time is three to five minutes. Do not mix longer than five
I E, Application
t l. Apply bonding adhesive such as Concresive Liquid LPL or Concresive
| 2 ;iil:*t#if with trower or screed.
t 3. In hot, windy, or dry conditions, where rapid surface evaporation may oc-
t cur, use Confilm EvaporationReducer.
I F. Curing
I I f::1##::T;;i:HiTT*'"ffi,',:3T":;H#"ffi#:"ffit:r marred bythe application.
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2. Protect the grout from freezing and maintain at a temperature > 50" F.
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03 66 00 GROUT FOR TIE HOLES
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SECTION 03 67 00
GROUT FOR POST-TENSTONING (PT) ANCHORAGE POCKETS
PARTl GENERAL
WORKINCLUDED
A. The CONTRACTOR shall furnish all labor, tools and equipment for the place-
ment of grout in post-tensioning anchorage pockets as shown on the Drawings and
specified herein.
B. This section includes basic mixing, application, and curing methods for one com-
ponent, cement-based, chloride-resistant, flowable surface renovation grout.
C. CONTRACTOR shall have a printed set of manufacturer's recommendations for
product use on site for review during preparation, mixing and application of
grouts.
QUALITY STANDARDS
American Society for Testing Materials (ASTM)
ASTM C 78 - Test Method for Flexural Strength of Concrete (Using Sim-
ple Beam with Third-Point Loading
ASTM C 109 - Test Method for Compressive Strength of Hydraulic Ce-
ment Mortars - Modified
ASTM C 469 - Test Method for Static Modulus of Elasticity and Poisson's
Ratio of Concrete in Compression
ASTM C 666 - Test Method for Resistance of Concrete to Rapid Freezing
and Thawing
ASTM C 882 - Test Method for Bond Strength of Epoxy Resin Systems
used with Concrete - Modified
ASTM C l0l2 -Test Method for Lenglh Change of Hydraulic Cement
Mortars Exposed to Sulfate Solution - Modified
ASTM C 1202 - Electrical Indication of Resistance to Chloride Ion Pene-
tration
I.3 SUBMITTALS
A. Product Data
l. Cement Based Repair Grout
2. Evaporative Retardant Films
GROUTFORPT
ANCHORAGE POCKETS
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1.4
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3. Curing Compounds
4. Form Release Agents
5. Bonding Agents
6. Vibrator Specifications
7. Sheet Materials for Curing Concrete
QUALITY ASSURANCE
A. Field Tests
l. When the OWNER is to perform grout testing, the CONTRACTOR shall
assist the OWNER or his concrete testing consultant as requested during
the performance of quality control testing. When mortar is placed using a
pump, mortar for testing will be taken from the pumper discharge hose.
2. When prescribed in the Drawings or by these Specifications, length change
test specimens will be taken during construction frorn the first placement
of each type of mortar, and at intervals thereafter as selected by the
ENGINEER to insure continued compliance with these specifications.
Unless otherwise specified on the Drawings or Specifications the testing
will be performed by the OWNER or testing representative.
3. When required length change tests and fabrication of specimens for ce-
ment based mortar will be performed as specified in ASTM C l0l2 at in-
tervals during construction as selected by the ENGINEER. A set of three
specimens will be made for testing at 7 and 28 days.
4. All mortar, already placed, thal fails to meet the requirements of this
Specification, is subject to removal and replacement at the cost of the
CONTRACTOR.
5. Unless otherwise specified in the Drawings or Specifications, the cost of
all laboratory tests on grout will be bome by the OWNER, but the
CONTRACTOR shall assist the ENGINEER in obtaining specimens for
testing. However, the CONTRACTOR shall be charged for the cost of
any additional tests and investigation on work perforrned which does not
meet the Specifi cations.
B. Construction Tolerances
l. The grout shall be placed within +1/16 inch ofthe surface ofthe surround-
ing concrete.
ACCEPTABLE MANTJFACTURERS/PRODUCTS
Master Builders Technologies
I. EMACO S88-CI
2. EMACO S66-CR
GROUT FOR PT
ANCHORAGE POCKETS
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03 67 00
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I 3. MB 4zg,Masterkure C& Masterkure 200W or Masterkure 100W - curingI' compounds
I B.
'THERMANUFACTURER'
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I. No equivalents
I.6 DELIVERY.STORAGEANDHANDLING
t A. Cement based mortar shall be delivered and stored in manufacturer's packaging
until it is ready to be mixed and placed.
. B. Mortar bags shall be stored offthe ground and protected from water and all other
substances that will penetrate packagtng.
T PART 2 MATERIALS AI\D EQINPMENT
I z.r MoRTARFoRIATCHTNGANcHoRAGEHoLES<l-l/2-rNcr{EsDEEr
. A. EMACO S88.CIt.} 2.2 MORTAR FOR PATCHING PT ANCHORAGE POCKETS > |-II2-INCHES DEEP
I A. EMACo S66-cR (aggregare extended)
I 2.3 BONDING ADHESIVES
,.
B. Concresive Liquid LPL or Concresive Standard Liquid
I 2.4 WATER
I A. Only clean potable water shall be used.
ta B. A calibrated measuring device is required for measuring the proper amount of
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water to be added to grouts and mortars.
2.5 CURINGCOMPOUND
I A. MB 429, Masterkure 100W, Masterkure 200W
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0 t -31-04
PART3 E)(ECUTION
3.1 GENERAI
J.J GROUTING
B.
These grouts contain admixtures t}tat increase grout strength and workability. The
shength and performance ofthe grout is dependent oo prioper surface preparation,
grout mixing and curing.
The CONTRACTOR shall be required to use a calibrated measuring device to add
clean potable water to the grout mix. Water added to a grout mix without a cali-
brated device is cause for grout rejection, removal and re-placement.
Curing is critical to prevent shrinkage cracks that can develop with grouts contain-
ing some admixtures. Curing shall begin immediately after placement,
All mixing, surface preparation, handling, placing, consolidation, and other means
ofexecution for pre-packaged mortars shall be done according to the instructions
and recommendations of the manufacturer and this Specification.
ln the event that a conflict occurs between this Specification and manufacturer's
instructions, the manufacturer's instructions shall prevail in all cases.
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A.
B.
Preparation
l. Thoroughly clean surfaces and anchorage steel of rust, dirt, loose chips,
and dust.
2. Maintain substrate in a saturated, surface-dry condition.
3. Do not apply unless the surface temperature of the concrete is 2 40" F.
Mixing for S88-CI
l. Mix using a mortar (paddle+ype) mixer is recommended, however a Jiffler
mixer with a slow speed drill (400/600-rpm) is acceptable for small
batches.
2. Enough water shall be added to the mixing container to obtain a slump of
four (minimum) to six inches (maximum) (approximately 0.5 gallon per
b"g)'
3. Do not exceed water quantity shown in manufacturer's instructions.
4. Add contents of bag to the container while continuing to mix to a uniform
consistency. Mixing time shall not exceed five minutes.
GROLTTFORPT
ANCHORAGE POCKETS
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Curing
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2.
Mixing for S66-CR
l. Mechanical mixing using a mortar (paddle-type) mixer is required. How-
ever, a Jiffler mixer or a slow speed drill (400-600 rpm) may be used for
small batches.
2. Add enough water to the mixing container to obtain a minimum slump of
four inches, maximum slump of six inches (approximately 0.5 gallon per
ba9.
3. Add the contents of the bag to the container while continuing to mix.
4. Mix to a uniform consistency
5. Tlpical mixing time is three to five minutes. Do not mix longer than five
minutes.
Application
l. Apply bonding adhesive such as Concresive Liquid LPL or Concresive
Standard Liquid.
Place and finish with trowel or screed.
In hot, windy, or dry conditions, where rapid surface evaporation may oc-
cur, use Confilm Evaporation Reducer.
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Apply Masterkure IOOW, Masterkure 200W or MB 429 curing compound
in accordance with label instructions as soon as the surface cannot be
marred by the application.
Protect the grout from freezing and maintain at a temperature > 50" F.
END OFSECTION
GROUTFORPT
ANCHORAGE POCKETS
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SECTTON 03 68 00
CONCRETE CRACKREPAIR
PARTl GENERAL
SCOPE OF WORK
A. This item shall consist ofrepairing cracks and spalls in concrete structures including
concrete surface preparation, application of polyuethane chemical grouts, Portland
cement grouts and polymer-modified Portland cement mortar, and the construction
of contraction joints in accordance with this Specification.
B. The CONTRACTOR shall repair cracks > 0.010 inches in average width as
measured by the ENGINEER.
QUALITY STANDARDS
A. American Society for Testing and Materials (ASTIvf)
l. ASTM C 109 - Compressive Strenglh of Hydraulic Cement Mortars (Jsing
2-in. or 50-mm Cube Specimens)
2. ASTM C l9l - Time of Setting of Hydraulic Cement by Vicat Needle
3. ASTM C273 - Shear Properties in Flatwise Plane of Flat Sandwich
Construction or Sandwich Cores
4. ASTM C293 - Flexural Sftength of Concrete (Using Simple Beam with
Center-Point t oading)
5. ASTM C 309 - Liquid Membrane-Forming Compounds for Curing
Concrete
6. ASTM C 496 - Splitting Tensile Strength of Cylindrical Concrete
Specimens
7. ASTM C 580 - Flexural Strength and Modulus of Elasticity of Chemical-
Resistant Mortars, Grouts, and Monolithic Surfacings
8. ASTM C 666 - Resistance of Concrete to Rapid Freezing and Thawing
9. ASTM C827 - EarlyVolume Change of Cementitious Mixtures
10. ASTM C 882 - Bond Strength of Epoxy-Resin Systems Used with
Concrete
11. ASTMC884 - Thermal Compatibility Between Concrete and an Epoxy-
Resin Overlay12. ASTM C920 - Elastomeric Joint Sealants13. ASTM C I107 - Packaged Dry Hydraulic-Cement Grout (Non-shrink)
14. ASTM D 412 - Vulcanized Rubber and Thermoplastic Rubbers and
Thermoplastic Elastomers - Tension
15. ASTMD624 - Tear Strength of Conventional Vulcanized Rubber and
Thermoplastic Elastomer
16. ASTM D 1622 - Apparenl Density of Rigid Cellular Plastics
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1.3 SUBMITTALS
17. ASTM D 1623 - Tensile and Tensile Adhesion Properties of Rigid Cellular
Plastics
18. ASTM D 2126 - Response of Rigid Cellular Plastics to Thermal and Humid
Agrne
19. ASTM D 2240 - Rubber Property - Durometer Hardness
20. ASTM D2842 - WaterAbsorption of Rigid CellularPlastics21. ASTM D 5249 - Backer Material for Use with Cold and Hot-Applied Joint
Sealants in Portland-Cement Concrete and Asphalt Joints22- ASTM G 3 - Conventions Applicable to Electochemical Measurements in
Corrosion Testing
American Association of State Highway Transportation Officials (AASHTO)
l. AASHTO T-277 - Rapid Chloride Ion Permeability
U.S. ArmyCorps ofEngineers (CRD)
l. CRDC62l -Grout
Federal Specifi cations (1T-S)
l. TT-S-001543A - Physical Test Requirements
2. TT-S-00230C - Sealants
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Manufacturer's qpecifications, data sheets, recommendations, installation
instructions, guarant€es, test reports, and other pertinent data to prove compliance
with specified requirements shall be submitted on all material showing their
complete compliance with contract requirements.
Representative samples of proposed products to the ENGINEER upon request.
Submittals shall be of sufficient quantity for independent examination and testing.
List of items which have limited shelf life or require special handling, with a
description of the limitations and requirements.
t.4 QUALITY ASSURANCE
Manufacturing qualifications. The manufacturer of the specified repair products
shall have in existence, for a minimum of l0 years, a program of haining, certifuing,
and technically supporting a nationally organized Approved contractor program.
CONTRACTOR qualifications. The CONTRACTOR shall be an Approved
contractor of the manufacturer of the specified produc! who has completed a
program of instruction in the use of the specified repair material, and provide a
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03 68 00 CONCRETE CRACK REPAIR
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notadzed certification from the manufacturer attesting to their Approved Contractor
status.
At the discretion of the ENGINEE& bids shall be accepted from a CONTRACTOR
other than an Approved Contractor of the manufacturer of the specified product.
Said CONTRACTOR shall provide the ENGINEER with five job references where
they have successfully repaired concrete cracks with the specified product.
Provide a notarized certificate stating that the repair material meets the specified
requirements and have the manufacturer's current printed literature on the specified
product.
1.5 DELIVERY, HANDLING AND STORAGE
t2-t2-03
B.
PART 2
All equipment used for handling and transporting materials must be clean and in
proper operating condition before any material is placed therein.
Materials shall be stored and handled to insure the preservation of their quality and
fitness for use and shall be located to facilitate prompt inspection.
PRODUCTS
2.1 GENERAL
Materials
l. Only approved materials, conforming to the requirements of these
specifications, shall be used in the work.
2. Materials are subject to inspection and tests at any time during the progress
oftheir preparation or use.
3. The source of supply of each of the materials shall be approved by the
ENGINEER before deliverv or use is started.
B. Samples
l. Representative samples of the materials shall be submitted by the
CONTRACTOR, when required, for examination and possible testing.
Z. When requested by the ENGINEER, proposed samples shall be tested and
certified by an independent testing laboratory at no expense to the OWNER.
POLYURETTIANE CHEMICAL GROUT FOR PRESSURE GROIJTING
A. The polyurethane chemical grout shall be a non-flammable, high flash point (212"
F) hydrophobic polymer of the 6pe which is applied in a crack or open joint by use
of a packer. It shall be non-toxic. When the grout is mixed with about five percent
water lhe material will expand 20 times its original volume and cure to a golden-
yellow closed-cell polyurethane foam.
03 68 00 CONCRETE CRACKREPAIR
l2-1243
B.
C.
Properties of the mixed polyruethane chernical grout shall be as follows:
l. Pot life: approximately five hours providing no moisture enters the systern
2. Mixed viscosity: 300 cps
3. Color: lightarnber
Properties of the cured polyurethane chemical grout shall be as follows:
l. Tensile Properties (ASTMD 1623)
a. Tensilestength: l5.5psiatoneday
b. Elongation: +25Yo
2. Shear Stength (ASTM C 273): I 1.7 psi at I day
3. Shrinkage (ASTM D 2126): 0%
4. Water absorption (ASTI"I C 2842): 0.09 psf at I day
5. Densiry (ASTM D 1622)
a. Freerise(#l0cup): l.64pcf
b. Molded overall: 4.2pcf
The accelerator shall be based on a Starmous Octate, and be able to control tlre
reaction time from 3 to 30 seconds. The catalyzed polyurethane chemical grout
should not react wrtil it contacts water.
Polyurethane chemical grout shall be SikaFix HII manufactured by Sika
Corporation, Lyndhurst, New Jersey, or equivalent.
EPOXY GROUTFOR GRAWTY FEEDING FOR CONCRETE SI-ABS
The epoxy grout shall be a ultra low viscosity, two-component epoxy resin for
gravity feeding or pressure injection ofcracks in slabs.
Grout properties shall be as listed in the following table:
D.
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B.
Part A - Resin Pan B - Hardener
Solids (7o)100 100
Color Clear Clear Amber
Viscositv (CPS)125 25
ShelfLife (year)I I
Properties at 77" F Tvpical Mixed Values ASTM Method
Mix ratio (A:B by volume)2.85:l N/A
ViscosiW (cps)40 N/A
Potlife (3.5 oz.) (minutes)80 N/A
03 68 00 CONCRETE CRACKREPAIR
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C. APPROVEDPRODUCTS
l. de neef Conshuction Chemicals, Inc., DENEPOX I-40.
PORTLANDCEMENT GROUT
A. The Portland cement grout shall be a non-shrink, non-metallic composition
containing a blend of selected Portland cements, plasticizing/water-reducing
admixtures and shrinkage compensating agents. The shrinkage agents shall
compensate for shrinkage in both the plastic and hardened state.
B. Properties of the mixed Portland cement grout shall be as follows:
L Timeof set (ASTM C l9l)
a. kritial set: 3.0 hours min.
b. Final sel 6.5 hours max.
2. Color: concretegray
3. The grout shall not exhibit bleeding4. The grout shall not segregate
5. The grout shall be pumpable through standard grout pumping equipment
C. Properties of the cured Portland cement grout (flowable consistency) shall be as
follows:
l. Compressive Strength (CRD C 621)
a. 3500psi at I day
b. 62fi) psi at 28 days
2. Splitting Tensile Strength (ASTM C 496): 575 psi at 28 days3. Flexural Strength (ASTM C 580): 1200 psi4. Bond Strength (ASTM C 882 Modified): 1900 psi at 28 days under moist
cure
5. Expansion (CRD C 621): +0.056%omn- at 28 days6. The grout shall not produce a vapor barrier
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Tensile Stength (psi)9,000 D 638
Flexural sfrength (psi)144O0 D79A
Compressive shength (psi)15,250 D 695
Bond stength to dry concrete
(psi)
870 c32l
Bond shength to wet concrete
(psi)
520 c32l
Elongation (%)9 D 638
CONCRETE CRACKREPAJR
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2.6
12-1243
7. The grout shall exhibit positive expansion when tested in accordance with
ASTM C 827
8. The grout shall conform to United States Army Corps of Engineers
Specification CRD C 621
9. The grout shall conform to ASTM C I 107
10. The material shall be approved by the United States Departnent of
Agriculture
D. Portland cement grout shall be SikaGrout 212 manufactuied by Sika Corporation,
Lyndhurst, New Jersey, or equivalent.
WATER
The water used in grout making shall be potable water and shall meet the
requirements of ASTM C 94. Water shall be free from sewage, oil, acids, shong
alkalis, vegetable matter, clay, loam, or any other deleterious substance which gught
affect the performance of the grout. If the water is of questionable quality, it shall
be tested in accordance with AASHTO T-26 and the results submitted to the
ENGINEER.
POLYMER-MODIMD PORTLAND CEMENT MORTAR
A. The polymer-modified Portland cement mortar shall be a liquid polymer ernulsion
of an acrylic copolymer base and additives. It shall have a particle size less than 0.1
micron.
Component A shall contain an organic, migrating corrosion inhibitor which has
been independently proven to reduce corrosion in concrete via ASTM G 3. The
corrosion inhibitor shall not be calcium nihite, and shall have a minimum of seven
years of independent field testing to document performance on actual construction
projects.
Component B shall be a blend of selected Portland cements, specially graded
aggregates, admixfures for controlling setting time, water reducers for workability,
and an acc elerator.
The ratio of Component A to Component B shall be I :5.2 by weight.
The material shall be non-combustible, either before cr after cure.
The polymer-modified Portland cement mortar shall be supplied in a factory-
proportioned unit.
The polymer-modified Portland cement mortar must be placeable from l/8 lo 1 l/2
inches in depth per lift.
CONCRTTE CRACKREPAIR
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I . H. Properties of the mixed polymer-modified Portland cement mortar shall be asr I follows:
I l. Working time: l0 to 15 minutes
2. Finishingtime. 20to60minutes
3. Color: concretegray
I L Properties of the cured polymer-modified Portland cement mortar shall be as- follows:
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l. CompressiveShength(ASTMC l09Modified)
ll a. 3500psiat I day
b. 6500psi at 7 dap
I c. 8000 psi at 28 days
I : ii"XHi$:Hh'ff1ff"'ffff ffi,llJfl}t'#i; uu"
,ooo psi a,28r davs
4. Rapid Freeze/Thaw Durability (ASTM C 666, Procedure A): passes testr
":
il:*Tr#iffff4ffi,H1trx}"3ff""r;13:,1:'J
7. Abrasion (Taber Abrader withH-22 wheel, 1000 gn load 1000 cycles): 8.0
r gm weight loss in 7 days8. Rapid Chloride Ion Permeabilify (AASHTOT-277): 1000 Coulombs max.
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9. The polymer-modified Portland cement shall not produce a vapor barrier
J. Polymer modified Portland cement mortar shall be SikaTop 123 manufactured by
Sika Corporation, Lyndhurst, New Jersey, or equivalent.
I 2.6 CURINGCOMPOUNDS
I A. Curing compounds shall satis$ the requirements of ASTM C 309, Tpe ID. All
curing compounds shall be white pigmented or tinted. See SECTION 03370 -
I CoNCRETECURTNG.
2.7 CLOSED CELLBACKER ROD
' A. Closed cell backer rod shall meet the requirements of ASTM D 5249. See
SECTION 07 9123 -BACKERROD.
' 2.8 POLYURE'TTIANE SEALANT
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fii#,H::1il:;:?:H'iiffi;"ffi::f;t"fi'J;^iHi"Ji";i?il#11llli:
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The sealant shall cure under the influence of atunospheric moisture to form an
elastomeric substance.
Properties of the uncured polyurethane sealant shall be as follows:
l. Initial cure (tack-free time): 6 to 8 hours
2. Consistency: non-sag
3. Color: limestone gray
Properties ofthe cured polyurethane sealant shall be as follows:
l. Tensile Properties (ASTM D 412)
a- Tensile strength: 100 psi min. at 2l dala
b. Elongation at break: 600% min.
c. Tensile stress at l0(P/o elongation: 45 psi min.
d. Tensile set afterbreak:. 20Yomax.
Hardness (ASTM D 2240): 25 max. at 2l days (Shore A)
Tear Strength (ASTM D 624): 25lblin min. at 2l days
Adhesion in Peel from Concrete(TT-S-00230C): 20 lb min. at 28 days
Service Range: -40 to 170' F
The sealant shall conform to Federal Specification TT-S-00230C, Tlpe II,
Class A
The sealant shall conform to ASTM C 920, Type S, Grade NS, Class 25
The sealant shall be capable of +199o4 to -50%o of the average joint widttr
when tested in accordance to the durability bond test in Federal Specification
TT-S-00230C
The sealant shall conform to the physical test requirements of Federal
Specification TT-S-001 543A
The sealant shall be non-staining
Final Cure: 7 to l0 davs
Polyurethane sealant shall be SikaFlex-l5lM manufactured by Sika Corporation"
Lyndhurst, New Jersey, or equivalent.
EXECUTION
C.
D.
PART 3
3.1 GENERAI
2.
J.
4.
5.
6.
7.
8.
9.
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The CONTRACTOR shall fumish all labor, materials, and seryices necessary for,
and incidental to, the completion of all work as shown on the Contract drawings and
specified herein.It
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T03 68 00 CONCRETE CRACK REPAIR
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B.All equipment owned or controlled by the CONTRACTOR, which he proposes to
use on the work, shall be of sufficient size to meet the requirements of the work, and
shall be such as to produce satisfactory work.
All work shall be subject to the inspection and approval of the ENGINEER.
The CONTRACTOR shall employ, at all times a sufficient force of worlanen of
such experience and ability that the work can be prosecuted in a satisfactory and
workrnanlike manner.
E. The CONTRACTOR is responsible for providing 24 hows notice to the
ENGINEER prior to performing repair work in order to permit the ENGINEER to
reyiew surface preparation and the work inprogress.
REPAIRMETHODS
Cracks
l.Floor slabs
a. All cracks in the floor slab greater than 0.010 inches in average
widttr shall be treated by direct injection with polyurethane grout.
Walls
Cracks in the walls 1/2 inch and greater in average width shall be
formed and either poured or pumped using a Portland cement grout.
All other cracks in the walls greater than or equal to 0.010 inches in
average width shall be treated directly using a polyurethane chemical
grout.
Cracks in the walls greater than or equal to l/4 inch and less than l/2
inch in aveftrge width shall fint be surface sealed in accordance with
Part 3.028.
J.Roof slabs
All cracks in a roof slab greater than 0.010 inches in average width
shall be treated by direct injection with polpuethane grout.
All cracks in a roof slab shall first be surface sealed in accordance
with Part 3.028.
Spalls
l Spalls greater than 1/8 inch in depth which are designated for repair by the
ENGINEER shall be repaired using a polymer-modified Portland cement
mortar.
b.
b.
2.
C.
D.
B.
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POLYT.JRETTIANE CIIEMICAL GROUT REPAIRS
A. Pollurethane chemical grout shall be mixed and applied in accordance with the
manufacturer's recommendations.
Crack Preparation
l. The cracks and adjacent subshate shall be clear\ sound and free of frost.
Remove dust, laitance, greasg cwing compounds, waxes, impregnates,
foreign particles, efllorescence and other bond inhibiting materials from the
surface by mechanical means, i.e., sandblasting high pressure water
blasting etc., as approved by the ENGINEER.
2. Prior to application of the chemical grout moisture must be present in the
cracks. Ifconcrete being injected contains insufficient moisture to activate
the grout, inject the crack with a small amormt of water prior to the
application of the chemical groul
Surface Sealing
1. For all cracks in the roofand cracks in the walls greater than or equal to l/4
inch in average width, the CONTRACTOR shall seal the swface of the
crack prior to grouting. This will e,lrstre that the polyurethane chernical
grout fully penetrates the crack. Sealing may be accomplished by one of
three methods:
c.
Applying Portland cement grout to the surface of the crack.
Using polyurethane chemical grout with additional accelerator
(Component B) to form a seal on the surface of the crack.
For all cracks l/4 inch or greater in average width, a open-cell backer
rod soaked with polyurethane chernical grout may be used as a
sealant.
2. Short segments of the crack (one to two inches) should be left open at
regular intervals to facilitate venting of air and to allow visual verification of
complete crack filling.
3. Cracks in the floor and cracks in the walls less than l/4 nch in average
width may be injected directly with polyurethane chemical grout without
surface sealing.
Mixing
l. Slowly combine accelerator Component B with five gallons of Component
A and mix thoroughly for about two minutes with a low-speed (400-600
rpm) drill and paddle until uniform in color.
2. Do not allow water to enter the mix. Avoid'Vhipping" air into the mix.
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E. Application
L Begin by drilling 5/8-inch diameter holes along the side of the crack at 45o
angles. Drill the hole to intersect the crack midway through the subshate.
Spacing of the devices shall be accomplished as required to achieve the
travel of the polyuethane chemical grout for the pressure injection grouting
between packers and to fill the crack to the maximum.2. Install the injection packers in the holes.
3. Pump polyurethane chemical grout at a minimum of 250 psi for 45 seconds
and then pause to allow the material to flow into all of the cracks. Watch for
material flow and water movement to appear on the surface. When
movement stops, begin injection into the next packer. When sealing vertical
cracks, begin injecting at the bottom ofthe crack and work vertically.4. If faster reaction time is needed, or if grout is being pumped at cold
temperaturg additional accelerator can be added to the base resin,
Component A if approved by the ENGINEER. Re-inject to assure that all
voids are properly sealed off.
F. Finished Surfaces
1. After the polyurethane chemical grout has cured, use sharp-sided tools such
as a putty knife or trowel to remove excess material from the injected
surfaces.
EPOXY GROI'TREPAIRS
A. SURFACEPREPARATION
Surfaces to be repaired or sealed shall be clean and sound.
Concrete shall be free ofdust, laitance, sealers, grease and all other bond
inhibiting contaminants.
Apply material when the ambient and surface temperature is > 50' F and
rising.
Use low-height sand or wood dams to confine the grout, establish a neat
width of repair and make a positive head to assist the grout penetrate the
crack.
MD(ING
Mix material on low speed with a drill and paddle for approximately four
minutes to insure a thorough mix
The quantity of material mixed shall be used in 60 minutes or less.
03 68 00 CONCRETE CRACK REPAIR
It2-t243
C. PLACING
l. Place material incrernentally using gravity to fill the crack.
2. As the material penetrates the crack add additional material until "refusal".
Several iterations maybe required to fill the crack to refusal.
3.5 PORTLAND CEMENT GROUT REPAIRS
A. Portland cement grout shall be mixed and applied in accordance with the
manufacturer's recommendations.
Surface Preparation
1. Concrete areas to be grouted shall be clean, sound and free of contaminants.
All loose and deteriorated concrete shall be removed by mechanical meens
approved by the ENGINEER. Saw cut the perimeter of spalled areas l/2
inch maximum. Chip concrete subsfrate to obtain a surface profile of +l/8
inch in depth. Remove a minimum of 1/2 inch concrete behind exposed
reinforcing steel without damaging the steel. Sandblast to remove any
corrosion on the reinforcing steel.
2. Prior to grouting, the concrete surface to receive the Portland cement grout
shall be saturated surface drv.
Forms
Forms for placement of Portland cement grout shall conform to Section 03
l1 00 - CIPC FORMING. The forms shall be constructed such that they do
not deflect during pumping of the grout.
Vents with caps shall be provided in the forms as recommended by the grout
manufach[er to release air during grouting.
Run a bead ofpolyurethane sealant around the edge ofthe form to prevenl
leakage of the grout. The forms shall be checked for watertightness by
filling with water.
Mixing
l. Portland cement grout may be either manually or mechanically mixed.
Manually mix in a wheelbarrow or mortar box. Mechanically mix with a
low-speed (400-600 rpm) drill and jiffy paddle or in an appropriate sized
mortar mixer. Add an appropriate quantity of water to the mixing container
to achieve the desired consistency. While mixing slowly add the bag of
powder to the water. Mix to a uniform consistency for a minimum of two
minutes. Mix temperature should be maintained at 70 to 75" F byusing cold
orw m water accordingly.
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Application
Portland cement grout may be either be poured or pumped into place.
Application shall begin within 15 minutes of mixing. trn either case, the
forrn slnll be vibrated dwing placement of grout.
Grout shall be poured from the top of the form. The CONTRACTOR shall
constuct a chip spot and a pow box at the top ofthe form to direct the grout
behind the wall.
Pumping shall begin through the lowest point in the fonn with a variable
pessure pump.
Pour or pump until there is a steady flow ofgrout from the bottom vent.
Cap offthis vent and continue pouring or pumping the grout wrtil there is a
steady flow of grout from the adjacent vent. Continue capping the vents as
soon as a steady flow ofgrout appears.
Pumping shall continue until a three to five psi increase in nomral line
pressure.
FormRemoval
l. After the grout has achieved its final set, remove any forms.
Curing and hotection
l. Curing and protection of Portland cement grout shall conform to SECTION
03 39 OO_CONCRETE CURING.
Finished Surfaces
l.Finishing of formed surfaces shall conform to SECTION 03 36 00 -
CONCRETEFINISHING.
Any defective work disclosed after the forms have been removed shall be
immediately removed and replaced at the expense of the CONTRACTOR
Any anchor holes shall be drypacked wittr Portland cement grout in
accordance with the manufacfurer's recommendations.
Contraction Joints
l. Sawed contractionjoints shall be created in each ofthe areas designated for
Portland cement grout repairs. Joints shall in accordance with Part 3.5.
3.6 POLYMER-MODIMD PORTLAND CEMENT MORTAR REPAIRS
Polymer-modified Portland cement mortar shall be mixed and applied in accordance
with the manufacturer's recommendations.
Surface Preparation
1.
4.
5.
3.
F.
B.
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D.
l.Spalled concrete areas to be repaired shall be clean, sorurd and free of
contaminants. All loose and deteriorated concrete shall be removed by
mechanical means approved by the ENGINEER. Saw cut the perimeter of
spalled areas lD inch maximum. Chip concrete substrate to obtain a surface
profile of tll8 inch in depth. Remove a minimum of l/2 inch concrete
behind exposed reinforcing steel without the steel. Sandblast to
remove any conosion on the reinforcing steel.
Prior to repair, the concrete surface to receive the polymer-modified
Portland cement mortar shall be saturated surface dry.
Mixing
l. Polymer-modified Portland cement mortar may be either manually or
mechanically mixed. Manually mix in a wheelbarow or mortar box.
Mechanically mix with a low-speed (400-600 rpm) drill. Pour
approximately four to five gallons of Component A into the mixing
container. Add Component B while continuing to mix. Mix to a rmiform
consistency for a maximum of three minutes. Add remaining Component A
to mix if a more loose consistency is desired. If manual mixing takes more
than three minutes, mix small quantities. Should smaller quantities be
needed, ensure the components are dosed in the correct ratio and that the
Component B is uniformly pre-mixed before batching.
Application
l. Apply a scrub coat to the subsrate, fiIling all pores and voids. While the
scrub coat is still plastic, force material against the edge of the repair,
working toward the center. li:fter filling, consolidate, then screed. Allow
mortar to set to the desired stiffiress. Then finish with a trowel to obtain a
smooth surface. Areas where the depth of the repair to sound concrete is
greater than I l/2 inches shall be made in lifts of I l/2 inch maximum
thickness. The top surface of each lift shall be scored to produce a
roughened surface for the next lift. The preceding lift shall be allowed to
reach final set before applymg fresh material. The fresh mortar shall be
scrubbed into the preceding lift.
Curing and Protection
l. Curing and protection of Portland cement grout shall conform to SECTION
03 39 OO _ CONCRETE CI.JRING
Conhaction Joints
l. Sawed contractionjoints shall be created in each ofthe areas designated for
polymer-modified Portland cement mortar repairs when transverse cracking
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ofthe concrete box culvert is present. Joints shall be formed in accordance
withPart 3.5.
CONSTRUCTION OF CONTRACTION JOINTS
A. A contraction joint shall be created on the surface of the concrete in the plane of the
crack in each ofthe areas designated for Portland c€ment grout and areas ofspall
repair when transverse cracking is present. Joints shall be formed by sawing l/4
inch grooves l/2 nch deep in the surface of the repair with an approved concrete
saw. Sawing of the joint shall commence as soon as the Portland cement grout or
polymer-modified Podland cement moriar has hardened sufficiently to permit
sawing without excessive raveling, uzually 6 to 24 hours. All joints shall be sawed
to the full depth before uncontrolled shrinkage cracking takes place.
B. After the conhaction joint is sawed, the joint and adjacent concrete surface shall be
thoroughly cleaned. A l/4-inch diameter closed-cell backer rod shall then be
inserted to the full depth of the joint.
C. Polyurethane sealant shall then be applied between the backer rod and the concrete
surface in accordance with the manufacturer's recommendations. Before the sealant
is applied, thejoint and adjacent substrate shall be clean. Place the nozzle ofthe
gun, either hand-, air-, or electric-powered, into the bottom of the joint and fill the
entire joint. Keep the tip of the nozzlein the sealant, and continue on with a steady
flow of sealant proceeding from the nozzle to avoid air entrapment. Avoid
overlapping the sealant to eliminate the entrapment or air. Tool as required to
properly fill the joint.
TESTING
General
L All samples of material submitted for inspection and possible testing shall be
obtained from stock on hand provided or proposed for use on this Project.
Sampling and Testing of Grouts
Grouts shall be sampled and tested by the CONTRACTORs testing
laboratory to assure that the materials are properly mixed and that proper
ingredients are incorporated.
The frequency of tests will be as required in ACI 301, Chapter 16, but may
be increased if so ordered bv the ENGINEER.
C.Material Sample Testing
l. Samples of material such as polyurethane chemical grouts, Portland cement
grouts, polymer-modifi ed Portland cement mortar, polywethane sealants,
03 68 00 l5 CONCRETE CRACK REPAIR
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cwing compounds, and backer rods shall be submifted to the ENGINEER on
request for firrther examination and possible testing prior to their use.
3.9 CLEANUP
A. Leave the finished work and work area in a neal clean condition without evidence
ofspillovers onto adjacent areas.
END OFSECTIOx
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SECTION 05 80 00
SACRIT'ICIAL MAGNESIUM AI\ODES
PART 1 GEI\IERAL
I l.l WORKTNCLUDED
t A. The CONTRACTOR shall tumish and install magnesium anodes on metal appur-
I tenances as shown in the Drawings. The work includes furnish and installing sac-
rificial magnesium anodes.
I 1.2 QUALITY ASSURANCE
I A. Garfield Alloys magnesium PVC coated Tlpe 2R-5 anodes or equivalent, with aI l/2 inch diameter by I inch deep drilled and tapped core, or equal shall be used.
I B. The anodes are available from Farwest Corrosion Control Company 3825 Paris,t Denver,Colorado 80239,Telephone (303)307-1447
T 1.3 QUALITY STANDARDS
I- A. AMERICAN SOCIETY FORTESTINGAND MATERI,ALS (ASTM)
I 1. ASTM B 843 - Specification for Magnesium Alloy Anodes for Cathodic
Protection
I 1.3 DELIVERY, STORAGE AND HANDLING
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I A. Deliver materials in original, tightly sealed containers or unopened packages with
the manufacturer's name, labels and product identification.II B. Materials shall be stored in a secure, dry areauntil installed.
I PART 2 MATERIALS
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, 2.I ALLOY SPECIFICATIONS
r A. The magnesium anode shall conform to the following alloy specification:
| #.' B Bli ilir,;
Cu O.NTo/omax.
I Si 0.04Yomax.
Fe 0.03%oMax.
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PART 3
A.
B.
C.
Ni
Other
Magnesium Remainder
B. The above shall be in conformance with ASTM 8843
magrresium anodes.
ANODEDIMENSIONS
for MIC high potential
A. The anode shall be approximately 4 ll4 inches in diameter, 2 l/4 inches thick and
weigh 2 pounds and drilled and tapped for a ll2 dia. SS stud.
B. Anodes which are cracked or chipped shallberejected.
STUD
A. The stud used to attach the anode to appurtenances, such as the overflow weir and
pipe, shall be 304 or 316 stainless steel and tbreaded to match the threads of the
anode.
EXECUTION
Prior to installation of the anode the metal stud shall be wire brushed to remove
any coating or rust, for a positive electrical contact.
Anodes that are cracked or chipped during the installation process shall be re-
placed.
The anodes shall be threaded onto the l/2 inch diameter stainless steel studs on
metal ladders, ladder safety cages and piprng as shown in the drawings after the
final storage tank cleaning, prior to water tightness testing.
0.001% max.
0.057o each or 0.3Yo mar<. total
END OF SECTION
05 80 00 SACRIFICIAL MAGNESIUM ANODES
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01-31{4
PARTl GENERAL
1.1 REFERENCES
SECTION 06 82 00
FIBERGLASS REINF'ORCED PLASTIC (FRP) FABRICATIONS
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A. The following is a list of standards which may be referenced in this Section:
l. American Society for Testing and Materials (ASTM):
a. ASTM C 177, Standard Test Method for Steady-State Heat Flux
Measurements and Thermal Transmission Properties by Means of
the Guarded Hot-Plate Apparatus.
b. ASTM C 581, Standard Practice for Determining Chemical
Resistance of Thermosetting Resins Used in Glass-Fiber-
Reinforced Structures Intended for Liquid Service.
c. ASTM C 582, Standard Specification for Contact-Molded
Reinforced Thermosetting Plastic @TP) Laminates for Corrosion-
Resistant Equipment.
d. ASTM D 570, Standard Test Method for Water Absorption of
Plastics.
e. ASTM D 635, Standard Test Method for Rate of Buming and,/or
Extent and Time of Burning ofPlastics in a Horizontal Position.f. ASTM D 638, Standard Test Method for Tensile Properties of
Plastics.
C. ASTM D 695, Standard Test Method for Compressive Properties
of Rigid Plastics.
h. ASTM D 696, Standard Test Method for Coefficient of Linear
Thermal Expansion ofPlastics Between -30 "C and 30"C With a
Viheous Silica Dilatometer.
i- ASTM D 790, Standard Test Methods for Flexural Properties of
Unreinforced and Reinforced Plastics and Electrical Insulating
Materials.j. ASTM D 792, Standard Test Methods for Density and Specific
Gravity (Relative Density) of Plastics by Displacement
k. ASTM D 23441D2344M, Standard Test Method for Short-Beam
Strength of Polymer Matrix Composite Materials and Their
Laminates
l. ASTM D 2583, Standard Test Method for Indentation Hardness of
Rigid Plastics by Means of a Barcol lmpressor.m. ASTM E 84, Standard Test Method for Surface Burning
Characteristics of Building Materials.
06 82 00 FRP FABRICATIONS
I0t-31-04
2. Building Olficials and Code Adminishators International (BOCA):
National Building Code (NBC).
3. lnternational Conference of Building Officials (ICBO): Uniform
Building Code ([JBC).
4. Occupational Safety and Health Act (OSHA): 29 CFR 19.10, Code of
Federal Regulations.
5. Southem Building Code Congress lntemational (SBCCI): Standard
Building Code (SBC).
6. Underwriters'Laboratories, Inc. (JL): 94-91,W Standard for Safety
Tests for Flammability of Plastic Materials for Parts in Devices and
Appliances, Fourth Edition.
7. American National Standards krstitute / National Sanitation Foundation
(NSF)
a. ANSI / NSF 6l - Drinking Water System Components - Health
Effects
DESIGN REQUIREMENTS
A. This Section contains components and connectors that require CONTRACTOR
desigrr.
B. Products and fabrications to be used inside a potable water retaining shucture
shall be ANSI/NSF 61 Certified or coated with an ANSIA{SF 6l Certified
coating system.
1.3 SUBMITTALS
A. Shop Drawings:
l. Product Data: Catalog information and catalog cuts showing materials,
design tasks, load, span, and deflection; include manufacturer's
specifications.
2. Submit calculations for fabricated items showing dimensions, materials
of construction, weight, size, location, and veriSing compliance with
the specified desigrr criteria. Calculations shall also include the
following data on the structural elements:
Section properties.
Flexural, tensile, compressive and shear strengtls.
Weight per foot.
Modulus of elasticity.
3. Grating and Top Plates: Show location of connections to adjacent
grating, supports, and other Work.
4. Grating Supports: Show anchorage to supporting structure.
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Hatches, Stairs, Platformg Stringers" Handrails, Ladders, and Support
Structures:
a. Show dimensions, weight, size, and location of connections to
adjacent supports and other Work.
b. Skuctural calculations for hatches, gratings, platforms, ladders
and cages, handrails, and other fabrications shown.
c. Hatches: Show method of attaching hatch cover to grating such
that the cover can be independently removed by hand without the
use of tools.
d. Test Reports:
l) Test data for handrails and supports may supplement load
calculations providing data covers the complete systern,
including anchorage.
2) Test data for all components showing load and deflection
due to load, in enough detail to prove handrail is strong
enough and satisfies national, state, local standards,
regulations, code requirements, and OSHA 29 CFR 19.10,
using design loads specified.
3) Include test data for the following:
a) Railing and post connections.
b) Railing wall connections-
c) Post and base connections.
d) Railing expansion joinl connections.
B. Samples: Each type of grating, including grating with bonded top plate,
handrail, and handrail connection.
C. Quality Control Submittals:
1. Handling and storage requirements.
2. Manufacturer's installation instructions.
3. Factory test reports for physical properties ofproduct.
4. Manufacturer's Certification of Compliance for specified products.
5. Fabricator'squalificationexperience.
6. Independent laboratory test report, dated within 2 years of submittal
date, of fire retardant testing conducted on exact type of grating
proposed (not a resin test report).
7 - Manufacturer's qualification experience.
QUALIFICATIONS
A. Fabricator: Minimum of 5 years experience.
06 82 00 FRP FABRICATIONS
I0l-3t{4
B. Manufacturer: Minimum of 5 years experience in the manufacturing of
products meeting these Specifications.
C. Designer: Calculations required for Contractor desip shall be prepared and
stamped by a Professional Engineer licensed in the State of Colorado.
I.5 DELTVERY, STORAGE, AND HANDLING
A. Preparation for Shipment:
l. Ladders shall be shipped fully shop-fabricated and assembled.
2. Insofar as is practical, factory assemble other items provided hereunder.
3. Package and clearly tag parts and assemblies that are of necessity
shipped unassernbled in a marmer that will protect the materials from
damage, and facilitate identification and final assembly in the field.
B. Storage and Handling: In accordance with manufacturels recommendations
and in such a marmer as to prevent danage of any kind, including
overexposure to sunlight.
PART2 PRODUCTS
2.1 GENERAL
A. Like Items of Materials: Where possible, provide end products of one
manufacturer in order to achieve standardization for appearance, maintenance,
and replacement.
B. Unless otherwise specified, all products shall be manufactured by a pultruded
process using vinyl ester resin.
C. Unless otherwise specified, products shall be manufactured with ultra-violet
(IV) inhibitor additives.
D. Exterior surfaces shall have a synthetic surface veil covering.
E. Fumish molded products as an option where permitted by Specifications.
F. Chemical Resistance: Unless otherwise specified, resins used in the
fabrication of FRP products shall be resistant to the chemicals in the location
where the FRP product will be used.
G. Fire Retardance (unless otherwise specified):
1. Flame spread shall be less than 25 as measured by ASTM E84.2. Include combinations of aluminum trihydrate, halogen, and antimony
trioxide, where required lo rneet fire retardance, in the resin system.3. Meet self-extinguishing requirements of ASTM D635.
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06 82 00 FRP FABRICATIONS I
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I H. Unless otherwise specified, color pigment shall be dispersed in the resinttsystem. Color of fabricated products shall be OSHA Safety Yellow.
r ' ""#il"ffiffi'ffi:;1"*, i:Hlff"iH,::'"l;"J',""Jfiffii,n.,:If:il
W light.
I J. All cut ends, holes, and abrasions of FRP shapes shall be sealed with resin to
prevent intrusion of moisture.
T 2.2 GRATING, GRATING WITH BONDED TOP PLATE, AND STAIR TREADS
I A. General:
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l. 100 psf minimum, unless otherwise shown.r : u,"T[Ti,"ffi3'l'#"iffh#'H"Jf,ffi:::ffi shown on the
Drawings. The top plate shall have an epoxied coated anti-skid grit surface.
I 4. Stair Tread: 100 psf uniform load or a concentrat€d load of 300 pounds
on an area of4 square inches located in the center of tread, whichever
produces the greater stress.
r B. Molded rype:
r I
ililf,:,fl1,ffi"ffi::l',*'.11lffill;l,1,ill,1ill;ffffi.,r',::'#
- grating at locations where bonded top plate is used.2. Load bars in both directions with equal stiffrress.r 3. Square mesh, 1-1l2-inch maximum spacing.
r C. Pultruded Type:
I . Main bars joined by cross bars secured in holes drilled in main bars.r 2
ffi"',ffi;"1T#:il"T,Tiffi,:11'ff;"*li:"chanicarrvrockmain
3. Intersections: Bond using adhesive as corrosive-resistant as pultrusion
t 4. ilt"1l, "* Ends: Minimum bearing support width of l-l/2 inches.5. Skid-Resistant Surface: Grit adhesively bonded, manufacturer's
r *illx*,':$tff1i:il1,'H3:" not required for graring at rocations
6. Provide extra stiffrress around openings.
I D. Hold-Down Clamps: Same material as grating or Type 316 stainless steel,
minimum of 4 clamps per panel.
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I 068200 FRP FABRICATIONS
0l-31-04 I
E. Bolts and Connectors:
1. Corrosion-resistant FRP orType 316 stainless steel.
2- Size and strength to meet UBC requirements.
F. Manufacturers:
Fibergrate Composite Structures, lnc., Addison, TX.
IKG/Borden, Clark, NJ.
Strongwell, Chatfield Division, Chatfield, MN, or Bristol Division,
Bristol, VA.
4. Chemgrate Corp., Woodinville, WA.
5. Advanced Composite Technology, Inc., Seattle, WA
HANDRAIL
A. Structural Criteria:
L Deflection: No permanent set in any member or connection when tested
to design load.
2. Apply load to produce maximum stress and deflection in each of the
respective components.
3. Top Rail and Posts of Handrails: Capable of withstanding the following
load cases applied with a safety factor of 3.0:
a. Concentrated load of200pounds applied at any point and in any
direction in accordance with UBC.
b. Uniform load on the top rail of 50 pounds per linear foot applied
horizontally in accordance with UBC.
c. Concentrated load need not be assumed to act concurrentlv with
uniform loads in accordance with UBC.
Mid-Rails with Comer Returns: Wilhstand 300-pound concentrated
vertical load applied at any point or direction without damage and
loosening of fittings or attachment hardware.
Concrete Anchors for Handrail Wall Brackets: Not to exceed UBC
allowable loads for actual spacing, edge distance, and embedment, with
assumed concrete strength of 4,000 psi.
Concrete Anchors: In accordance with UBC allowable load values for
size, length, embedment, spacing, and edge distance to match required
loads shown in calculations.
Connections, Mounts, Bases: Withstand all handrail loads without
permanent set and with a safefy factor of at least l 65 against failure.
1.
2.
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06 82 00 FRP FABRTCATTONS I
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06 82 00
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B. Thermal Movement:
l. Allow for maximum range of ambient temperature change (difference
between high or low and installation temperature).
2. Base design on actual surface temperatures of materials due to both
solar heat gain and night time sky heat loss.
3. Temperature Change Range: 70 "F, ambient; 100 "F, material surfaces.
C. Rails and Posts:
l. 2-inch nominal square or round tubing posts.
2. l-3/4- or 2-inch nominal round or square rails.
3. Maximum Post Spacing: 5 feet.
D. Kickplates/Toeboard: Comrgated, 4-inch by ll2-inch by 0.125-inch thick or
4-inch by 9/16-inch thick at all handrail locations.
E. Kickplate/Toeboard Cormectors and Splices: Continuous with provision for
expansion and contraction without distortion or buckling.
F. Connections, Mounts, Bases: Fiberglass or Type 316 stainless steel.
G. Pultruded Parts:
Minimum Mechanical
Properties
Test Method Values
Tensile Stress ASTM D 638 30,000 psi
Tensile Modulus ASTM D 638 2.5 x 106 psi
Compressive Stress ASTM D 695 30,000 psi
Compressive Modulus ASTM D 695 2.5 x 106 psi
Flexural Stress ASTM D 790 30,000 psi
Flexural Modulus ASTM D 790 1.6 x 106 psi
Shear Stress ASTM D2344 4,500 psi
Density ASTM D 792 0.060-0.070 lbs/in.'
24-Hour Water
Absorption
ASTM D 570 0.6ohmax.
Coeffrcient of Thermal
Expansion
ASTM D 696 4.4 x lO'" in-lin.iF
Flexural Stress Full Section 36,000 psi
Flexural Modulus Full Section 3.7 x 106 psi
FRP FABRICATIONS
I
2.4
0t-3t{4
NSF Certification: Where shown in Drawings, handrails shall be certified by
NSF International as complying with ANSI / NSF Standard 6l .
Manufacturers:
l. Shongwell, Chatfield Division, Chatfield, MN, or Bristol Division,
Bristol, VA, or approved equal.
STRUCTURAL SHAPES AND PLATFORMS
A. Deflection and Safety Factors:
l. Deflection Criteria: Not to exceed U360.
2. Safety Factors: Minimum ratios of the ultimate stress to the allowable
static service stress:
Flexural Members:2.5
Compression Members: 3.0.
Shear: 3.0.
Connections: 4.0.
3. Minimum desigrr safety factors for dynamic or impact loads shall be
twice the values for static service loads.
Loads:
l l00 psf uniform live load over platform unless specifically indicated
otherwise.
2. Static and dynamic loads for equipment shown.
Glass fiber reinforced polyester or vinyl ester resin matrix, approximately 50
percent resin-to-glass ratio.
Continuous glass strand rovings shall be used intemally for longitudinal
shength.
Continuous strand glass mats shall be used internally for transverse strength.
Material Properties:
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06 82 00 FRP FABRICATIONS
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Minimum Ultimate Coupon Properties (UN)
Material Properties Test Method Units
Pultruded Fiberglass Structural Shapes
Ultimate tensile stress in
longitudinal direction, psi
(Mpa)
ASTM D 638 30,000 (207)
Ultimate compressive stress
in longitudinal direction, psi
(Mpa)
ASTM. D 695 30,000 (207)
Ultimate flexural stress in
longitudinal direction, psi
[Mpa)
ASTMD 790 30,000 (207)
Ultimate short beam shear rn
longitudinal direction, psi
(Mpa)
ASTM D 2344 4,500 (31)
Ultimate tensile stress in
transverse direction, psi
(Mpa)
ASTM D 638 7,000 (48)
Ultimate compressive stress
in lransverse direction, psi
(Mpa)
ASTM D 695 15,000 (103)
Ultimate flexural stress in
transverse direction, psi
(Mpa)
ASTMD 790 10,000 (69)
Density (lb/in.3) (kglmm3)ASTM D 792 0.060-0.070
(0.00166-00194)
Water absorption (25 hr
immersion)
ASTM D 570 0.60 max,
% by weieht
Barcol hardness ASTM D 2583 45
Coefficient of thhermal
expansion I 0-6 in./in./'C
ASTM D 696
Expansion, LWI 0-o in./in-fF 4.4
Thermal conductivitv. Btu-
in.lft'ftrPF
ASTM C 177
06 82 00 FRP FABRICATIONS
I0l-3t{4
G. Flame-RetardantProperties:
Minimum Ultimate Coupon Properties (UN)
Material Properties Test Method Units
Flame-Retardant Properties
Flammability test ASTMD 635 Self-extinzuishine
Surface burning characteristics ASTME 84 25 Maximum
Flammability class UL94 VO
Temperahue index UL94 130 "c
H. Manufacturers:
l. Strongwell, Chatfield Division, Chatfield, MN, or Bristol Division,
Bristol, VA..
2. Fibergrate Composite Structures Inc., Addison, TX.
PART3 EXECUTION
3.1 GENERAL
A. Install in accordance with manufacturer's written instructions.
B. Install plumb or level, rigid and neat, as applicable.
C. Fumish all fasteners and anchorages for complete installation.
D. Seal all field cut holes, edges, and abrasions with a catalyzed resin compatible.
with original resin.
3.2 GRATING AND GRATING W]TH TOP PLATE
A. Anchor grating securely to supports to prevent displacement.
B. lnstall each grating section such that it is easily removable.
C. Clearance (Grating to Vertical Surfaces): l/4-inch fulus or minus l/8-inch
tolerance).
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I06 82 00 l0 FRP FABRICATIONS
I or-3r-04
I -', 3'3 HANDRATL
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A' l#:*t"JfuH*ilt''-"'on and contraction connections as shown on
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I 068200
END OF SECTION
II FRPFABRICATIONS
I rcn^n3
I sEcrIoN 07 73 oo.. A..BS'HATCHES
I
I PARTI GENERAL
I I.I WORK INCLUDED
I A. This section of the specifications will govern the fumishing and installation of allI access hatch assernblies, including materials, fabrications, and installation.
I B. The sizes of the manway and equipment hatches are shown on the Drawings.J
1.2 ACCEPTABLEIvIANUFACTURER/MODELS
It- A. Products manufactured by the Bilco Company, New Haven, Connecticut are used
I herein to establish quality and type. No alternates are acceptable.
B. Harch types include Type "D" scuttles and Type "K" doors.
I li TNTENDEDUSE
I A. The intended use of t}te Type "D" scuttle is for a water and insect tight installa-
f tion.
a B. The CONTRACTOR is respornible for informing the manufacturer of the in-
I tendeduse.
t 1.4 DESTcNLoAn
A. The Type "D" scuttle shall be capable of meeting a snow load of 100 psf applied
I uifomily overthe hatch.
I.5 SHOPDRAWINGSE
t A. Drawings
I B. Manufacturer's data she,ets
I C. Guarantee
I I.6 GUARANTEE
t A. f;il#:lt;Tf;ffir*ffi**" the hatch for a period of five years from defects
I
I o773oo ACCESS HATCHES
Ir0n7t03
PART2 PRODUCTS
2.1 TYPE *D" SCUTTLES
Cover Leaf:
l.The door leaf shall be manufactwed from I I gauge aluminum with an 18
gauge aluminum liner.
The cover shall be insulated with one inch glass fiber between the liner
and cover material.
The cover shall have a continuous extruded neoprene gasket all arowrd the
cover perimeter to provide a positive, complete, seal onto the top surface
ofthe curb to prevent entry of insects, dust and snow when the cover is
closed. Splices or gaps in the gasket are rmacceptable. Light visible
through any part ofthe gasket is cause for rejection ofthe access hatch. If
the hatch is rejected it shall be replaced at the CONTRACTOR's expense.
The equipment hatch cover shall be equipped with an enclosed two point
snap lock.
Covers shall automatically lock in the open position with a rigid hold open
arrn equipped with a vinyl grip to permit easy release for opening.
Curb
1. The l2-inch high fully enclosed curb shall be manufactwed from l l gauge
aluminum inside and outside. The curb shall have a3 ll2-nchflange with
holes for anchors spaced at 9 inch ceneters maximrmr to secure the hatch
to t}re concrete pedestal. The curb shall be equipped with an integral 1l
gauge aluminum cap flashing fully welded at the comers and weathertight.
2. Anchor bolt holes in the flange of the curb shall be spaced no greater than
9-inches.
Alchor bolts
l. Wedge style anchor bolts shall be Redhead WW-5860 (5/8-inch dia. by 3
ll2-inch long) stainless steel anchor bolts or equal.
Hardware:
All hardware shall be stainless steel, Type 302 or 304, including the latch
assembly, inside and outside padlock hasps, arm guide bracket, hinges,
hinge pins, hold open arm, lock strike, spring tubes, shoes and all fasten-
ers.
Cover hardware strall be bolted to the cover into heavy gauge channel sup-
ports welded to the underside of the cover and concealed within the insula-
tion space.
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07 73 00 ACCESS HATCHES
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I ., 3. The hatch strall be completely assembled with heavy pintle hinges and
compressron spring operators enclosed in telescopic tubes. The upper tube
I shall be the outer tube to prevent accumulation of moisture, grit and debris
f inside the tube assembly.
I E. Lock:
_ The scuttle shall have a spring larch with handles on the inside and outside
f andpadlock hasps onthe outside.
- F. Padlock Hasp
I 1. The scuttle shall have a padlock hasp incorporated into the outside handle.
The handle and hasp shall be enclosed in a covered three sided box enclo-. iffi[,#trili,1?:"ff"xTtr#';:il*-*#:f#fr"[ilH,i"iT
access to the handle and lock.
- 2. Alternatively, the padlock hasp may be separate from the handle. The
separate padlock hasp shall also be enclosed with a covered three sided
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box enclosure.
2,2 TYPE'K"DOOR
A. Frame:
1. The frame shall be l/4-inch extruded aluminum, mill finished, with built-
in neoprene cushion for the door leafand with strap anchors bolted to the
exterior,
2. A bituminous coating shall be factory applied to the exterior of the frame
to prevent electrolytic action between the aluminum and the reinforcing
steel in the concrete.
B. Door Leaf:
l. Door leaf shall be l/4-inch aluminum diamond plate reinforced with alu-
minum stiffeners as required to withstand a live load of 150 pormds per
square foot.
2. The door leaf shall open to 90{egrees and lock automatically in that posi-
tion.
3. The hinge direction shall be as shown in the Drawings.
4- The door leaf shall be equipped with a "snap" lock and removable exterior
handle "key wrench".
C. Hardwme:
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I o773oo ACCESS HATCHES
r0n7l03
l. All hardware shall be stainless steel, Tlpe 302 or 304, including the latch
assernbly, hinges, hinge pins, hold open arm, lock strike and all fasteners.
2. The hinges shall be bolted to the underside of the frame and pivot on tor-
sion bars that counterbalance the weight ofthe door leaf for easy opera-
tion.
3. A vinyl grip handle attached to the hold open arm shall be provided to re-
lease the cover for closing.
2.4 COATING SYSTEM FOR TYPE *D" SCUTTLE EXTERIOR SI.JRFACES
A. See SECTION 09 91 00 - PAINTING AIID PROTECTIVE COATINGS.
B. The color of the exterior surfaces shall be Desert Sand unless otherwise shown in
the Drawings.
2.5 GASKET
A. Sheet rubber with a Shore A Durometer of 40. See SECTION 33 16 24 -
NEOPRENE STIEETPADS.
2,6 CIJRB FLANGE BACKING BAR
A. The l/4-inch thick backing angle shall
ASTM B 209, B 210 or equivalent.
PART3 EXECUTION
be fabricated from alumhum meeting
3.I GENERAL
A. The scuttles and doors shall be installed in accordance with the manufacturer's in-
structions and recommendations and the Drawings.
B. A watertight seal is required between the scuttle and the concrete pedestal. Place
a fabricated ll2 nch thick x 2-ll2-inch wide neoprene gasket between the scuttle
and the concrete pedestal. No more than four joints are permitted in the gasket-
Also, joints shall be fabricated to eliminate gaps in the gasket.
C. Place the t/.-inch thick x approximately 2-inch wide aluminum angle on top of the
curb flange to stiffen the flange and facilitate a tight seal between the scuttle and
concrete. Do not over tighten the bolts.
D. Sikaflex l-c sealant shall be placed befween the concrete pedestal and the scuttle
curb flange using the sheet neoprene gasket as a backerrod. Place sealant on both
the inside and outside surfaces.
07 73 00 ACCESS HATCHES
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I , 3,2 IN'TALLATI'N
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A. Scuttles
l. All wedge style anchor bolt holes shall be drilled when the scuttle is tem-
I porarily set in place as a template.
I 2. Redrilling of holes or enlarging of holes is not permitted.
3. The stainless steel wedge anchors shall be installed in accordance with the
I manufacturet's recommended procedures.
I 4. The threads ofthe exposed bolt shall be tack welded or "cross" threaded to
prevent removal.
! B. Doors
I l. The frame shall be leveled and supported during concrete curb placement.
2. Check shap anchor bolt nut for tightness prior to placing concrete.
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the exposed name and door leaf immediatelv
I 3.3 COATING OF EXTERIOR SURFACES OF TYPE "D" SCUTTLES
I A. See SECTION 09 91 00 - PAINTING AND PROTECTIVE COATINGS
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I B-n44
I sECTroN o7srz3I . BACKERROD
I
PART1 GENERAL
I l.l woRK TNCLUDED
I A. The work consists of furnishing and installing closed cell foam backer rod in
I iltil'*"ffi;.;fl1?f"r:;.#ctions
in accordance with these specifications and
f B. See SECTION 07 92 00 - SEALANTS for requirements relating to use with
sealants.
r 1.2 QUALITY STANDARDS
t A. American Society for Testing and Materials (ASTM)
I l. ASTM D1621-TestMethodforCompressivePropertiesofRigid
I Cellular PlasticsI 2. fttJllt 1622 - Test Method for Apparent Density of Rigid Cellulm
I 3. ASTM D 1623 - Test Method for Tensile and Tensile Adhesion Properties
' 4. ilTrf,t"t?tf?::/ffi:1T.., orwater vapor rransmission orMateriars
| 5, ASTM C 509 - Specification for Elastomeric Cellular Preformed GasketI and Sealing Materials
6. ASTM C 1016 - Test Method for Determination of Water Absorption of
I Sealant Backup (Joint Filler) Materialt
I.3 DELIVERY, STORAGE AND HANDLINGIil A. Deliver the materials to the project site in the manufacturer's containers with all
r labels intact and legible at the time of use.
r B. Materials shall be stored in a secure, indoor, dry area.
I C. Maintain the filler in a dry condition during delivery, storage, handling andI installation.
I r.4 suBMrrrALSI
A. Manufacturer's data sheet and installation instructionst
I
I 07 9123 I BACKERRODI
03-2744
PART 2 MATERIALS
2.1 PHYSICALPROPERTIES
Physical Property ASTM Test Method Value
Density ASTM D 1622 2.0lbs. / cu. Ft.
Tensile Strength ASTM D 1623 50 psi
Compressive
deflection
ASTM D 162I 25Vo at 5 ps1
Water absorption ASTM C 1016 0.03 gn / cc
Water Absorption ASTM C 509 0.02%bv volume
R Value ASTM E 96 3.4
Color Grey
2.2 COMPATIBILITY
A. The backer rod shall be compatible with butyl, polysulfide, acrylic, polyurethane
and silicone sealant compositions.
2.3 MATERIAL
A. The backer rod shall be an extruded round, closed cell, low-density polyethylene
foam material with a skinlike outer texture.
2.4 ACCEPTABLEPRODUCTS/MANT'FACTURERS
A. lndustrial Thermo Polymers Limited (ITP) closed-cell Polyethylene Foam Backer
Rod, 2316 Delaware Avenue, Suite 216, Buffalo, New York 14216 (800) 387-
3847, or equivalent
PART 3 EXECUTION
3.I GENERAL
A. Examine the concrete surfaces and correct any surface imperfections that will
prevent proper installation and performance of the backer rod-
The joint shall be clean, dry and free of obstructions.
Backer rod for each joint shall be fumished in a single piece for the full depth,
length and thickness required for thejoint.
C. Where joints are required, i.e., around a rectangular or circular opening, the
backer rod joint shall be made by butting two pieces together.
E. Backer rod that is tom or irregular in any manner shall not be used.
B.
C.
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I07 91 23 BACKERROD
I 03-2744
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I F. Use a blunt instrument, which will not damage the backer rod, or roller to
I uniformly install the backer rod at the proper depth.
b 3.2 BACKERRODDIAMETER
'It-'r A. Install the backer rod in accordance with the following table.
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Joint Width
(Inches)
Backer rod size
(Inches)
3lr6 t/4
v4 3/8
3t8 U2
l12 5/8
5/8 3/4
314 7t8
718 I
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l l/8 Iv2
I stg a
a 2u2
2 t/2 J
3 l/2 4
END OF'SECTION
BACKERROD
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to-2743
PART 1
SECTION O7 92 OO
SEALANTS
GENERAL
WORKINCLUDED
A. The Contractor shall furnish all labor, materials, tools, equipment, and perforrn all
work and services for all sealant work, both exterior and interior where the words
caulk, caulking or sealant is shown on drawings or specified, in accordance with
provisions of the Conhact Documents, and completely coordinated with work of
all other trades.
B. Although such work is not specifically indicated, furnish and install all supple-
mentary or miscellaneous items, appurtenances and devices incidental to or neces-
sary for a sound, secure and complete installation.
QUAIITY STANDARDS
A. American Society for Testing and Materials (ASTM)
l. ASTM C 509 - Cellular Elastomeric Preformed Gasket and Sealing Mate-
rial
2. ASTM C 920 - Elastomeric Joint Sealants
3. ASTM D 1056 - Flexible CellularMaterials - Sponge or Expanded Rubber
4. ASTM D 1565 - Flexible Cellular Materials - Vinyl Chloride Polymers
and Copolymers (Open-Cell Foam)
B. SWRI (Sealant, Waterproofing and Restoration lnstitute) - Sealant and Caulking
Guide Specification
C. Federal Specification (FS)
l. TT-S-0115434'
2. TT-S-00227E(3)
3. TT-S-00230C, Type II, Class A
D. Acceptable manufacturers
l. Subject to compliance with specifications, products of the following
manufacturers are accepted for use:
l.l
1.2
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T 07 9200 SEALANTS
I10-2743
Potable Water Containment Structures
l) Polyurethane sealant:
a) Sikaflex - la
b) Sikaflex -2c, NS
Fire Resistant Sealant for Buildings
l) Fire resistant sealant:
a) 3-6548 silicone RTV foam by General Elechic
Portland Cernent Concrete Pavements
l) Dow Coming 888 or 890.
2) Sika, Sikaflex - 15 LM
Portland Cement Concrete Curb. Gutter and Sidewalk
l) Sikaflex la
2\ Sikaflex - 2c, NS or SL
SUBMITTAIS
A. Sealants
B. MSDS
C. Primers
QUALITY ASSURANCE
A. Perform work in accordance with SWRI requirements for materials and installa-
tion.
Perform work in accordance with sealant manufacturer's requirements for prepara-
tion of surfaces and material installation instructions.
Maintain one copy of each document on site.
b.
c.
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C.
07 9200 SEALANTS
I 1G2743
t .. PART2 pRoDucrs
t 2.r MATERTALS
I A. Color
I
I 1. Provide colors matching materials being sealed.
r, 2' Hffiil:1il:1t:ffLT:ff*:#il"in nnished work' provide manu-
!B. T)pe
I 1. Provide non-sagging sealant for verticaljoints.
Z. Sealants for horizontal joints may be self-leveling.
! C. Filler Compatibility
I 1'
ff3,:"#"":i###ili,#;T,1':1::#
*-oatib'itvwith joint surfaces,
I
2. Provide only materials "ornpiitt" with installation conditions.
r! D. Field Services
| ' l. Obtain sealing compounds only from manufacturers who will, when re-
quired, provide services of manufacfurer's field service representatives at
I project site for purposes of advising and instructing installers in properI 2 i::T$x,"J#*ffi?ffi#-ffi1Tffi;l';.rensetoowner
t E. Compressible Sealants
I . Size compressible sealant so that width of material is twice joint width.I
F. Sealant Applications
I l. One or two component polyurethane. (Exterior and interior use).2. One or two component silicone. @xterior use and interior wet area use.)
I 3. Compressible Sealant (where indicated).4. Epoxy Sealants (where indicated).
I c. Joint cleaner
- l. The joint shall be cleaned as recommended by sealant manufacturer.
- H. Joint primer-Sealer
I
I o7ezoo 3 SEALANTS
I G.27-03 t
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l. The joint shall be primed as recommended by sealant manufacturer.
Bond Breaker
1. Bond breaker material shall be fumished and installed as recommended by
sealant manufacturer.
Sealant Backer Rod
a. Rod stock of polyethylene, polyethylene jacketed polyurethane
foam, or other flexible, non-absorbent, non-bituminous material
recommended by sealant manufacturer. The backer rod shall;
l) Conhol joint depth.
2) Breakbond ofsealant atbottom ofjoint.
3) Provide proper shape of sealant bead to minimize possibil-
ity of sealant extrusion.
Tape
Compressible Sealant
1. Foamed polyurethane strip saturated with polymerized polybutylene rva-
terproofing.
Foamed polyurethane strip saturated with polymerized polybutylene wa-
terproofing coated on front face with non-reactive release agent that will
act as bond breaker for applied sealant.
Foamed polyurethane strip saturated with polymerized polytutylene wa-
terproofing coated on front face with non-reactive release agent that will
act as bond breaker for applied sealant.
Adhesive for Compressive Sealant
1. Apply adhesive as recommended by sealant manufacturer.
EXECUTION
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2.
J.
PART 3
3.1 INSTALLATION
1.
2.
Surface Preparation
Clean all joint surfaces.
Joint walls must be sound, clean dry and, free from oil, grease, and frost.
07 92 00 SEALANTS
l
2.
B.
C.
D.
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10-2'1{}
3. Curing compound residues and any other foreigrr matter must be thor-
oughly removed.
4. Where required to completely clean the joint, the joint shall be mechani-
cally cleaned by water or sand blasting.
Bond Breaker Installation
l. krstall bond breaker or backer rod as specified to regulate depth ofsealant.
Areas to be Sealed
Seal building and any joints or areas which will permit penetration of
moisfure unless sealing work is specifically required under other Sections
and/or as shown on the Drawings.
Make all joints watertight.
Priming
l. Where required, prime joint surfaces.
2. Limit application to surfaces to receive caulking. Mask off adjacent sur-
faces.
Application
Use sufficient pressure to fill all voids and joints solid.
Apply sealant when joint slot is at the mid-point of its desigrred expansion
and contraction.
Install sealant with hand or power-operated caulking gun horizontally in
one direction and vertically from top to bottom.
Aroid overlapping of sealant to eliminate entrapment of air.
To facilitate tooling wet concave pointing tool with a diluted soap solu-
tion.
Apply sealants when the surface and ambient temperature is 40" F or
higher and in accordance with the temperature limitations of the manufac-
turer.
F.Compressible Joint Sealant
l.
2.
3.
4.
5.
6.
l.
2.
3.
Install compressible sealant in joint to depth recommended by manufac-
turer. Take care to avoid contamination of sides ofjoint.
Protect side walls ofjoint (to depth of sealant) as recommended by manu-
facturer.
Install with adhesive on two faces in contact with sides ofjoints.
07 9200 SEATANTS
G. CleanUp
1. Dispose of all spillage and refuse sealant material in accordance with ap-
plicable regulations.
EI\D OFSECTION
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I07 92 00
I rc-2743
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SECTION 09 06 90
FINISII SCHEDULES
PART1 GENERAL
I r.r woRK
I A. The Conhactor shall provide all necessary labor, tools and equipment in
I ffi:T.*""
with the applicable product sections to finish the work as described
I t.z suBMrrrALS
I
A. Submittal requirernents are specified in the applicable sections.
PART 2 MATERIALS
I 2.r .ENERAL
I A. Materials and products are specified in applicable sections'
PART3 EXECUTION
| 3.1 .ENERAL
I A'
ffJ::nT#:,1;3$:h::li#.
and exterior nnish schedure rorrowing this
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I THE REMAINDER OF THIS PAGE IS BLANK
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03-2543
PART 1
sEcTroN 09 91 00
PAINTING AI{D PROTECTIVE COATINGS
GEIYERAL
WORKINCLUDED
A. The CONTRACTOR shall fimish all labor, materials, tools, and equipment and
perform all work and services necessary for all painting as shown on drawings and
as specified, in accordance with provisions of the Contract Documents, and
completely coordinated with work of all other trades.
B. Although such work is not specifically shown or specified, fumish and install all
supplementary or miscellaneous items, appurtenances and devices incidental to or
necessary for a sound, secwe and complete installation.
C. Prime and finish coat new and existing, extemal and internal surfaces unless
specifically stated to contrary on Contract Drawings or in this section of
specification.
D. Paint following elements unless otherwise indicated in Part l.0l E of this
specification, SECTION 09 06 90 - FINISH SCHEDULES, or on Contract
Drawings:
l. Concrete block masonry
2. Poured or precast concrete surfaces
3. Piping and ductwork
a. Plain, insulated, or wrapped interior, plplng, valves, fittings, and
appurtenances
Plain, insulated, or wrapped exterior piping, valves, fittings,
hydrants, and appurtenances above ground and inside tankage
Plain, insulated or wrapped interior ductwork and appurtenances
Plain, insulated or wrapped exterior ductwork and appurtenances
Interior pipe conduit and appurtenances
Exterior conduit and appurtenances above ground
Interior conduit to be painted same as adjacent surface
4. Ferrous metals including steel pipe
5. Woodwork
6. Exterior ofductile iron pipe, fittings and valves
7. New or existing machinery and equipment, including factory finished,
except when indicated otherwise
8. Copper and brass surfaces
PAINTING AND PROTECTIVE
COATINGS
b.
c.
d.
e.
f.
c.
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I 09 91 00
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9.
10.
ll.
Galvanized metal work
Aluminum flashing, not prefinished
Alumimrm buried, built into, fixed to, adjoining dissimilar materials, or
any combination thereof
Inside of fenous metal water retention or storage stuctures
Outside of ferrous metal water retention or storage structure
Do notpaint following elements:
12.
13.
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2.
J.
4.
5.
6.
Stainless steel surfaces
Aluminum surfaces, except those noted previously
Fiberglass surfaces
Interior of prpe and ductwork
Moving parts of mechanical and electical units
Code labels and equipment identification and rating plates
1.2 QUALITY STAI.IDARDS
Comply with most current applicable regulations of:
1.American National Standards Institute (ANSD
a. Standard Colors for Color Identification and Coding
b. Al3.l, Scheme for the Identification of Piping Systems
American Water Works Association
a. C203 Coal-Tar Protective Coatings and Linings for Steel Water
Pipelines - Enamel and Tape - Hot Applied
b. C2l0 Liquid Epoxy Coating System for the Interior and Exterior of
Steel Water Pipelines
3- National Sanitation Foundation (NSF): 6l Drinking Water System
Components - Health Effects
National Fire Protection Association (NFPA)
National Association of Conosion Engineers (NACE): Manual for
Painting Safety
Occupational Safety and Health Act (OSHA)
Society for Protective Coatings (SSPC)
a. QPI ' Standard Procedure for Evaluating Qualifications of Painting
Contractors
b. QP2 * Standard Procedure for Evaluating the Qualifications of
Painting Contractors to Remove Hazardous Paint
c. SP I - Surface Preparation Specification No. l, Solvent Cleaning
PAINTING AND PROTECTIVE
COATINGS
4.
5.
6.
1
09 91 00
I 03-25{3
tt d- SP2 - Hand Tool Cleaning
e. SP 3 - Power Tool Cleaning
I f. SP 5 - White Metal Blast Cleaning
I g. SP 6 - Commercial Blast Cteaning
h. SP 7 -Brush-OffBlast Cleaning
I i. SP 8 -PicklingI j. SP l0-Near White Blast Cleaning
k. SP I I Power Tool Cleaning to Bare Metal
I l. Guide No. 3, PA, Guide to Safety in Paint Applicationsq m. Steel Structures Painting Manual, Volumes I and 2
t n. The Inspection of Coatings and Linings
'r B. In addition, sandblasting to confonn to the following standards:
r
" [:"#:Tl#[ffi"ffii:ffi;Hff"
3. Swedish Pictorial Standard as described in SSPC-Vis I
I C. Paint thickness specified are minimum dry mil thickness. Painting coverage rates
I in gal. per sq. ft. quoted are based on manufacturer's published theoretical
I coverage data less 20%o to arrive at practical coverage usage. ln situations of
discrepancy between mill thickness on surface and coverage rates applied, mil
I thickness govems.
I D. Paint includes fillers, primers, sealers, emulsions, oils, alkyds, latex, enamels,
I thinners, stains, epoxies, vinyl's, chlorinated rubbers, coal tars, urethanes,
I shellacs, vamishes, and other applied coatings.
I E. Subject to compliance with these specifications, products from the followingF manufacturers are accepted for use:
I l. Tnemec companyr 2. Koppen Company
I F. Furnish protective coating through one manufacturer. For unspecified materialsf such as turpentine or linseed oi1 provide best grade recommended by selected
manufacturer.
l]
G. Paint without NFPA l0l A or B ratings may not be used in exit routes.
I 1.3 SUBMTTTALS
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a 09 91 00 3 PAINTING AND PROTECTIVE
I coATINGS
I03-25-03
E. Copies of ANSI Al59.l
1.4 QUALITYASSURANCE
A. Applicator: Minimum
products. Certified in
QPI.
of five years' experience in application of specified
accordance with Society for Protective Coatings, SSPC-
A. Detailed product data sheets, recommended application procedures, and
coverages.
B. Submit samples in suflicient time for ENGINEER review before painting starts.
Step saurples to show preceding coats.
l. Prepare minimum 3 inch x 6inch samples on pieces of material used in
work, for each type offinish and for each type of coat indicated.
2. ENGINEER reserve option to require physical samples of materials not
exceeding one pint.
3. Provide minimun 3 inch x 6-inch color sarnples on Mead Mark I heavy
paper.
C. Test Reports
L Provide test reports of flame spread per ASTM E 84 for paints. Supply for
paints requiring ratings per NFPA l0l. Paint without A or B ratings, as
required, may not be used in exit routes.
2. Provide performance and chemical test reports.
D. Maintenance and Repair manuals. Include recommended scheduling and
repainting.
(ssPC-sP-r-10).
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PATNTTNG AND PR3ff8ffiE t
B. Regulatory Requirements:
L Meet federal, state and local requirements
2. Perform surface preparation and painting in accordance with
recommendations of:
a. Paintmanufacturer'sinstructions
b. SSPC-PA Guide No. 3, Guide to Safety in Paint Applications
I.5 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Comply with SECTION 0l 66 00 - DELIVERY, STORAGE AND HANDLING.
09 91 00
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03-25{3
B.
PART2
Store products in a protected area and maintain temperatures within the range
recommended by the manufacturer-
MATERIALS
C.
D.
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2.1 COLOR SCHEDULES
Apply colors in accordance with SECTION 09 06 90 - FINISH SCIIEDIJLES
In all rooms and spaces ENGINEER reseryes the right to require that one or more
walls be painted a different and contrasting accent color than remaining walls in
such room or space. ENGINEER reserve right to select contasting accent colors
from entire range of manufacturen color including "deep" colors. This
inforrnation is provided so that cost of such painting is included in bid and
contract sums. Perform painting of such accent walls at no additional cost to
OWNER.
Before proceeding with painting, finish one area or item of each color using
selected materials. After acceptance, these areas or items will serve as a standard
for similar work throughout the building.
Paint and color, plain, insulated or wrapped piping, ductwork, conduit, hangers,
supports and appurtenances in accordance with OSHA recommendations.
Color Coding
1. All exposed piping, valves and fittings in enclosed building or structures,
except where such items are subject to submergence in sewage, shall be
color-coded. All such piping and pipe covering where piping is covered,
shall be painted in accordance with (ANSI):
a. Standard Colors for Color Identification and Coding
b. Al3.l, Scheme for the Identification of Piping Systems
2. Where color bands are indicated the band shall be approximately equal in
width to the pipe diameter up to a maximum width of 15" and shall extend
all around the pipe. Spacing shall vary with the diameter of the pipe.
Spacing shall vary with the diameter of the pipe. Pipe sized 8" or less
shall have stripes approximately 6" on centers. Pipes larger in diameter
shall be striped at spacing approximately equal to 20 pipe diameters.
There shall be not less t}ran one stripe in any lenglh ofpipe. Stripe shall
be enamel and shall have sufficient coats to provide complete coverage
and bright color. Each stripe shall follow a true and clear-cut line around
the entire diameter.
PAINTING AND PROTECTTVE
COATINGS
09 91 00
I03-25-03
F. Stenciling
l. Every piece ofequipment, including gates but not valves, shall be labeled
with stenciling. Nomenclature shall match the nomenclature given on the
plans or in the specifications.
2. All process pipelines shall be stenciled indicating the pipe contents with an
arrow indicating direction offlow. Slencils shall be located at the changes
in direction, valves, fittings and not less than 30 feet in shaight runs.
3. In galleries, pump pits and similar spaces, the walls shall be stenciled to
indicate the name of the tanlq channel or pit that is adjacent on the other
side of the wall. Stencil letters shall vary in heights from one inch to tbree
inches as appropriate and shall be either black or white as appropriate.
PAINT SYSTEMS
A. P:prime coat. Fl, F2... Fn:firstfinishcoat, second finishcoat.... nth finish
coat. Where a finish coat of paint is indicated to be at exterior only, it shall be in
additional to the other prime and finish coats specified.
B. System No. I - Polyamide Epoxy - For ferrous metals located six inches and
above submerged areas; or subject to splash, spillage, fumes, or washdown; or
both (except galvanized steel, steel doors and frames, and steel windows). Items
may includg but not limited to, structural steel, steel stairs, steel plplng, tank or
equipment bridges such as clarifier bridges, pumps, and other similar items.
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Tnemec
Pl=66-l2ll
I coat,3 mils
Fl=Series 66
I coat, 4 mils
F2:Series 66
I coat,4 mils
F3 at exterior only
70 color
I coat, 1.5 mils
Koppers
Pl=654
I coat, 1.5 mils
Fl:200 HB
I coat, 6 mils
F2:200IIB
I coat,4 mils
F3 at exterior only
Mil C-81773 (As)
I coat, 1.5 mils
C. System No. 2 - Potable Water Epoxy - For all metal surfaces below a plane one
foot above the maximum liquid surface, all metal surfaces above the maximum
liquid surface that are part of the immersed equipment, and the following specific
surface: inside surfaces ofresersoirvents, piping and supports in a equalizafion
basin, clearwell, and backwash holding tanks. Recoat primed surfaces in
accordance with manufacturet's recommendations.
PAINTING AND PROTECTTVE
COATINGS
I
09 91 00
Tnemec
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03-25{3
D.
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Pl:20-1255
I coat,4-6mils
Fl:20FC-2WH02
lcoa\4-6mils
Total thickness, 8.0 - 12.0 mils
System No. 3 - Polyamide Epoxy - For assembled galvanized steel.
System No. 4 - Polyamide Epoxy - For field cut edge of galvanized steel.
Tnemec
Pl:66-l2l I
I coat,3 mils
Fl:66 High Build
I coat,4 mils
F2 at exterior only
70 color
1 coat 1.5 mils
Tnemec
Pl:90-93
I coat,2.5 mils
P2:66-l2rr
I coal3 mils
Fl:66 HighBuild
I coat,4 mils
F2 at exterior only
70 color
1 coat, 1.5 mils
Tnemec
*Pl:37-77
I coat,3 mils
Fl-66 High Build
I coat, 5 mils
F2:66 High Build
I coat,4 mils
F3 at exterior only
70 color
Koppers
Pl=200 HB
I coat,2 mils
FI:2OO HB
I coat,6 mils
F2 at exterior only
Mil C-81773 (As)
I coat, 1.5 mils
Koppers
Pl=Organic Zinc
I coat,2 mils
FI:2OO HB
I coat, 2 mils
FZ:ZOOHB
I coat,6 mils
F2 at exterior only
Mil C-81773 (As)
I coat, 1.5 mils
Koppers
*Pl:Pug Primer
I coat, 1.5 mils
FI:2OO HB
I coat, 6 mils
F2:2AOHB
I coat, 4 mils
F3 at exterioronly
Mil C-81773 (As)
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F.System No. 5 - Polyamide - For steel doors and frames.
PAINTING AND PROTECTTVE
COATINGS
09 91 00
0!:2543
G.
1 coat. 1.5 mils I coat, 1.5 mils
* Repair of factory primer.
System No. 6 - Polyamide Epoxy - For copper and brass.
Tnemec
Pld6 HighBuild
I coat,2 mils
Fld6HighBuild
I coat,3 mils
F2d6 High Build
I coaL 3 mils
F3 at exterior only
70 color
I coat, 1.5 mils
Tnemec
P1:66 HighBuild
I coat, 6 mils
Koppers
Pl=40
I coat, 0.5 mils
Fl:200 HB
I coat,4 mils
F2:200 HB
I coat,4 mils
F3 at exterior only
Mil C81733 (As)
I coat 1.5 mils
Koppers
Pl:200 HB
I coat,6 mils
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System No. 7 - Polyamide Epo*y - For aluminum buried, in concrete,
adjoining other metals or materials not exposed, only below liquid level.
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System No. 8 - Polyauride Epo*y - For aluminum exposed to view that is
specifically indicated to be finished. For exterior of Bilco scuttle curb
and door leaves. Aluminum surfaces to be lightly sanded before
application of prime coat.
Tnemec
Pl:66 High Build
I coat, 3.0 - 5.0 mils
Fl=66 High Build
I coat,2.0 - 3.0 mils
FZ:73 Endura Shield
Desert Sand
I coat,4.0 - 6.0 mils
Total thickness I1.0 - 13.0 mils
PAINTING AND PROTECTIVE
COATINGS
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09 91 00
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J.SystemNo.9-Polyamide
prefinished.
Tnemec
Pl:66 HighBuild
I coat,4 mils
Fl=70 color
I coat, 1.5 mils
System No. 10 - Polyamide
materials.
Tnemec
Pl-6 High Build
1 coat,2 mils
Fl=66 High Build
I coat 4 mils
F3 at exterior only
70 color
I coat, 1.5 mils
System No. ll - Polyamide Epoxy
pipe'
Tnemec
Plr
Fl=Series 66
I coal 4 mils
F2:Series 66
I coat,4 mils
F3 at exterior only
70 color
I coat, 1.5 mils
Epoxy - For aluminum flashing, not
Koppers
Pl=200IIB
I coat 4 mils
Fl:Mil-C-81733 (As)
I coag 1.5 mils
Epoxy - For bituminous coated pipe and
Koppers
Pl-Tar Stop
I coat, 1.2 mils
P2=Tar Stop
I coat, 1.2 mils
FI:2OO HB
I coat,4 mils
F3 at exterior only
Mil-C-81773 (As)
I coat, 1.5 mils
- For compatible finish pre-primed
Koppers
Pl*
F1:200 HB
I coat,4 mils
F2:2OO HB
I coat,4 mils
F3 at exterior only
Mil-C-81773 (As)
I coat, 1.5 mils
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* Repair factory primer, if primer is not compatible apply two mils
rmiversal barrier coat.
PAINTING AND PROTECTIVE
COATINGS
09 91 00
03-2543
System No. 12 - Polyamide Epoxy - For insulated pipes and duct surfaces.
N.SystemNo. 13 - Polyamide Epo*y - Forplastic including PVC surfaces.
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Pl--66 HicbBuild
I coat, 4 mils
Fl:66 Hich Build
1 coat,4 mils
F2 at exterior only
70 color
I coat. 1.5 mils
Tnemec
Pl-'66-12ll
I coat 2 mils
Fl:66 High Build
I coat,3 mils
F2 at exterior only
70 color
I coat, 1.5 mils
Koppers
Pl:200 HB
I coat,4 mils
Fl:200 FIB
1 coar,4 mils
F2 at exterioronly
Mil C81773 (As)
I coat, 1.5 mils
Koppers
Pl:107
I coat, 2 mils
Fl=200 HB
I coat,4 mils
F2 at exterior only
Mil C-81773 (As)
I coat, 1.5 mils
System No. 14 - Aliphatic Acrylic Polyurethane - For exterior surfaces
offabricated steel vents for water storage reservoirs.
Tnemec
Pl:27 polyamide epoxy
I coat" 4.0 - 6.0 mils
color - light gray
P2=27 polyarnide epory
I coat,2.0 - 3.0 mils
color - desert sand
F I =73 aliphatic acrylic polyurethane
I coat, 2.0 - 3-0 mils
color - desert sand
total thickness: 8.0 12.0 mils
PAINTING A}ID PROTECTTVE
COATINGS
I
09 91 00 l0
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03-25{3
P-System No. 15 - Polyamide Epoxy - For exposed concrete poured and
precast surface (other than prefinished panels) indicated to be "painted" in
the room frnish schedule.I
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a.System No. 16 - Polyamide Epoxy - For interior concrete block masonry.
Tnemec
P1:66 Hieh Build
I coat,2 mils
Fl=66 High Build
1 coat, 5 mils
F2d6 High Build
1 coat,5 mils
F3 at exterior only
Tnemec
Pl=54-562
I coat
100 sflgaUcoat
Fl:Series 66
I coat,4-6 mils
F2=Series 66
I coat,4-6 mils
SystemNo. 17 - Gypsum wallboard
Tnemec
Pt:51-792
lcoat, l-2mils
Fl:Series 6
I coal"2-3 mils
F2:Series 6
I coal2-3 mils
Koppers
Pl=200 HB
I coat,2 mils
Fl:200IIB
I coat,5 mils
FZ--aWWS
I coat,5 mils
F3 atexterioronly
Koppers
Pl-Concrete & Pl:Block
Filler
Masonry Filler I coat
I coat
Fl:200 HB
I coal 2 mils
F2:200 HB
I coat,5 mils
F3:200 HB
I coat, 5 mils
Pittsbwgh
Speedhide 6-2
I coat, I -2mils
Fl:Speedhide 6-70
I coat,2-3 mils
F2:Speedhide 6-70
lcoat.2-3mils
PAINTING AND PROTECTIVE
COATINGS
09 91 00 ll
I03-25{3
Pl=39-1061
I coat, I mil
Fl:39-1061
I coal l mil
Pl=39-661
l coat, I mil
Fl:39-661
I coat, I mil
Pt:37-77
I coat,2.5 mils
Fl:Series 43-38
I coat, I mil
Tnemec
Pt:37-77
P1=TTP28E-AL
I coat, I mil
FI:TTP28E.AL
I coat, I mil
Pl=TTP28E-AI
I coat, I mil
FI-TTP28E-AL
I coat, I mil
PI:TTP28E r'r
1 coat, I mil
FI:TTP28E-AL
I coat, I mil
Koppers
Pl:Plug Primer
S.System No. l8 - Acrylic - For wood surfaces.
Tnemec
Pl=36
I coat, 2.0 - 3.0 mils
Fl:Series 6
I coat,2.0-3.0mils
F2:Series 6
I c,oat,2.0 - 3.0 mils
System No. 19 - Varnish - (Not Used).
System No. 20 - For high temperatwe piping and equipment surfaces.
Tnemec Koppers
Not greater than 900o F- continuous. (Heat resistant aluminum).
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Not greater than 600o F. continuous. (Heat resistant aluminum).
Not greater than 350" F. continuous (Alkyd)
System No. 21 - Aluminum - For touching up pipe threads where other
finishes are not required. Not used unless specifically noted.
PAINTING AND PROTECTIVE
COATINGS
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09 91 00 12
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I coat,2 mils
Fl:43-38
I coat 1.5 mils
Tnemec
Pl=37-77
I coat,2.5 mils
Fld6 Series
I coat, 5 mils
F2 at exterior only
70 color
I coat, 1.5 mils
INSTALLATION
I coat, 1.5 mils
Fl:501
I coat,2 mils
Koppers
Pl=Plug Primer
I coat,2 mils
Fl=200 HB
I coat, 5 mils
F2 at exterior only
Mil-C-81773 (As)
I coat, 1.5 mils
w.System No. 22 - Polyamide Epoxy - For field painting of factory finished
equipment including, but not limited to unit power centers, motor control
centers, switchgear, power transfonners, lighting panels, control panels,
motors, and gears. Factory applied coats to remain.
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PART 3
3.1 SI.JRFACE PREPARATION
General
l. Prepare existing and new intemal and extemal surfaces requiring paint and
make sound, clean and free of harmful scale, rust, dust, dirt, oil, loose
paint, grease, moisture and other foreip matter. Remove gtease, oil or
soap accumulations by means of suitable solvents or by thorouglr washing
of surface with clean water.
2. Scrape out damaged paint and rust pits back to sound material using
scaling hammers, chisels, scrapers, hand or power operated tools.
3. Strip bubbled, cracked, crazed or otherwise defective paint with hand or
power tools and buming, or sandblasting. Flatten gloss paint with
sandpaper. Leave surfaces suitable to receive designated finishes.
4. Provideprotectiontopreventdustpenetration.
5. Remove by brush, air blast, or vacuum cleaner shot or grit. Do not
contaminate sandblasted cleaned surfaces prior to painting.
6. Prepare and prime prior to installation elements of construction closer than
4 inches to structures or as required for proper preparation after
installation. Apply final coating whenever possible after installation.
7. Prepare swfaces not specifically listed to standards set in this section and
to standards required to suit printed instructions of selected paint
manufacturer.
13 PAINTING AND PROTECTIVE
COATINGS
09 91 00
I03:2543
B.Ferrous Metals
l. Ensure fabrication, welding or burning is completed prior to sandblasting
operation. Chip or grind off flrx, spatter, slag or other laminations left
from welding. Remove mill scale. Grind smooth rough welds and other
sharp projections.
Near-white blast clean in accordance with SSPC-SPI0 fenous metals
located in submerged areas and to six inches above liquid level, or areas
subject to splash, spillage, or fumes.
Commercial blast clean in accordance with SSPC-SP6 ferrous metals
locakd six inches above submerged areas and area not subject to splaslq
spillage, or fumes. ENGIMER reserves right to accept preparation of
these surfaces in accordance with SSPC-SP3 for areas not practical or
possible to sandblast to SSPC-SP6-
Near-white blast clean in accordance with SSPC-SPI0 metals subject to
high heat and metals to receive heat-resistant coatings.
Prepare galvanized metal with vinyl wash primer in accordance with
instructions of manufacturer of vinyl wash prirner, primer and finish coats.
Prime abrasive blasted surface within eight hours or prior to rust bloom.
Prepare surfaces according to prescribed conditions above for equipment
that does not have primer coat compatible with paint system and reprime
with compatible primer.
Copper and Brass
l. Remove flux residue from joints and sand to remove oxides.
2. Solvent clean in effort comparable to SSPC-SPI with xylol'
3. Prepare copper and brass with vinyl wash primer in accordance with
instructions of manufacturer of vinyl wash primer, primer, and finish
coats.
Aluminum
l. Solvent clean in effort comparable to SSPC-SPI with alcohol phosphoric
acid.
2. Brush blast in effort comparable to SSPC-SP7 or acid etch in accordance
with instruction of primer manufacturer.
3. Prepare aluminum metal with vinyl wash primer in accordance with
instructions of manufacturer of vinyl wash primer, primer, and finish
coats.
Plastic
l. Solvent clean in effort comparable to SSPC-SPI with butyl cello- solve
followed by mineral spirits.
PAINTING AND PROTECTTVE
COATINGS
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I 2- Roughen surfaces.
t 3. Final surface preparation as per primer manufacturer.
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F. Concrete Block Masonry
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l l. Do not apply paint until moisture content of joints and masonry falls
below 8%.
r 2. Apply block filler on exposed surfaces to produce uniform surface.
G. Poured or precast concrete surfaces (excluding prefinished precast panels).tfI'I l. Brush blast in effort comparable to SSPC-SP7 to remove loose concrete
r and laitance, andto provide tooth for bonding.
il 2. Surfaces to be clean, dry and free from curing compounds, oils, grease,I dirg previous coating, or other foreign material.
I 3. Concrete to be cured for minimum of 28 days. Moisture content to be less
I than 8% before painting.
I H. Wood
I l. Sand to smooth even surfaces, and fill voids and open grain areas with
t wood filler. Resand to ensure filling matches wood surface.
J 2. Seal knots and resins with orange shellac.
A I. Factory finished equipment
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1. Solvent clean in effort comparable to SSPC-SPI.
I 2. Spot primer damaged areas on existing coatings. Lightly sand and wipeI clean before painting.
I J. hsulated pipe and ductworkt
r l. Remove powder, surplus adhesive and size.
I/ 3.2 SANDBLASTINGPROCEDI.]RES
I A. Provide personnel protection in accordance with OSHA Standards.g
I B. Do not conduct sandblast operation on surfaces that will be wet after blasting and
I beforepainting.
I C. Apply primer to sandblasted surface same day as blast and before rusting occurs.
I Reblast surfaces allowed to set overnight prior to priming.
r 09 91 00 15 PAINTINGANDPROTECTIVE
I COATINGS
03-25{3
D. Sand shall be fresl\ water washed, with controlled particle size, and high silica
content sand. Enzure sand has sharp angular surfaces to insure fast, positive
cleaning action with minimum of dusting when used to blast clean metal surfaces,
and contains no clay particles or other extraneous matter.
E. Have profile depth of sandblast surface not less than one mil, or greater than two
mils.
F. Compressed air for blasting to be free of water and oil. Provide accessible
sq)amtors and taps.
G. Confine sandblast sand to area being prepared. Provide shields ofpolyethylene
sheeting or other such barriers to conline sand. Place tents over rotating
equipment near sandblasting operation for protection.
H. Reblast surfaces not meeting specifications at no additional cost to OWNER.
I. Protect nameplates, valve stems, rotating equipment, motors and other items that
may be damaged from blasting.
J. Do not reuse sandblasting material.
K. Plug pipes, holes or openings before sandblasting. Keep plugged until sandblast
operation is completed and sand is removed.
3.3 PRIME COAT
A. Unless primer coats are removed by sandblasting or as required in this
specification, primer coats specified in painting systems are in lieu of shop applied
primers. Touch up damaged primer coats prior to finish coats.
B. Primer ferrous metals bedded in concrete to minimum of one inch below exposed
surfaces.
C. After wood primer is thoroughly dry apply coating of shellac reduced with equal
parts of methylhydrate to knots, pitch and sapwood.
D. Remove powder, surplus adhesive and size from insulated pipe surfaces.
E. Ensure prime coatings are compatible with finish coatings. If prime coating is not
compatible apply a universal barrier coat of two mils thickness prior to finish
coats, or remove prirner coat and reprime.
F. Back prime wood trim before installation.
16 PAINTING AND PROTECTTVE
COATINGS
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APPLICATION
A. Apply paint using skilled and competent tradesmen, proper tools and application
techniques for different aspects ofwork. Protect machinery, electrical panels and
motors, couplings, and other equipment that may be damaged by paint operations.
Clean offpaint spots and splashes on areas not designated to receive paint as work
proceeds-
B. Brush, spray or roller, apply in strict accordance with selected painting
manufacturer's published recommendations for each paint system primer and
finish coats.
C. Use clean brushes, spray equipment and rollers and in condition and of type to suit
exigencies of Contract.
D. Ensure mixing, thinning, pot life, application procedure, equipment, coverage,
curing, recoating, storage and number of coats are in accordance with this
specifi cations and coating manufacturer's insFuctions.
E. Avoid degradation and contamination of blasted surfaces and avoid intercoat
contamination. Clean contaminated surfaces before applying next coat. Ensure
method of cleaning contaminated surface follows manufactureds
recommendation.
Protect all equipment and previously painted surfaces with drop cloths.
Work each application of material into comers, crevices, joints and other difficult
to work areas, and distibute evenly over flat surfaces.
Allow coated surfaces to cure prior to allowing traffic or other work to proceed
which might darrage finished surface.
Have spraying operation conform to following procedures:
l- Have spray equipment to be used for each application ofparticular coating
available for inspection.
2. Place operative moisture trap between air supply source and application
equipment. Bleed water continuously from moisture trap.
3. Ensure air source is suffrcient to provide continuous volume of 20 CFM
air at each gun nozde at 80 psi for applying coatings by conventional
spray technique. When coatings are applied by airless spray technique,
ensure input pressure to pump is such to produce uniform spray patterns.
4- For spraying applications, provide regulators and gauges in good working
order on both air and material lines. Use operating pressrues compatible
for particular paint.
I'1 PAINTING AND PROTECTTVE
COATINGS
09 91 00
I03-25{3
Keep dry overspray to minimum.
Spray nozzle to be a minimum of 8 inches to a maximum of 18 inches
from zubstate during application of paint.
J. Do not paint when surface temperature being painted is less than 5o F. above dew
point, when relative humidity is greater than 85olo, when wind velocity is above 15
mplr, when surface temperatue is less than 50" F or greater than 140" F. unless
precautions accepted by ENGINEER are taken. Provide adequate ventilation and
keep temperature constant to prevent condensation.
Do not apply primer closer than six inches to a nonblasted area. Ensure
sandblasting operation does not result in embedment of sand particles in paint
film.
L. Paint coats are intended to cover surfaces to mil thickness specified. Ifsurfaces
are not covered adequately by this thickness, apply additional coats as required at
no additional cost to OWNER.
M- Brush out iuunediately runs or sags, or remove and recoat entire surface.
N. Brush or spray bolts, welds, sharp edges and difficult access areas with primer
prior to primer spray application
O. Apply zinc-rich primers under continuous agitation.
P. Clean equipment at completion of each painting operation while material is still
wet or uncured. Flush fluid hoses and guns at completion of each painting
operation.
a. Maintain current schedule showing when work or respective coats of paint in
various areas is to be completed.
R. Assure hardware and accessories, plates, fixtures, finished work, and sirnilar items
are removed or protected.
S. Paint surfaces prior to installation on items that cannot be'properly prepared after
installation.
CONSTRUCTION OBSERVATION
A. Provide access to work for ENGINEER and painting manufachuer while work is
being performed.
18 PAINTING AND PROTECTIVE
COATINGS
5.
6.
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3.6
B. ENGINEER to observe prepared surfaces before primer and successive coats are
applied. ENGINEER reserves right to waive any or all observance if previous
work meets specified quality standards.
C. Have measurements of paint dry film thickness made with Mikrotest gauge
calibrated against National Bureau of Standards "Certified Coating Thickness
Calibration Standards' in presence of ENGINEER. ENGINEER may measure
paint thickness at any time during project to ensure conformance with
specification.
D. Ensure finished work is free ofabrasions and uniform in color and appearance.
E. Provide wet film thickness gauges. Monitor work of painters and blasters.
Provide temperature gauge and detemrine surface temperature of items to be
blasted or painted. Provide humidrty gauge to monitor humidity at all times.
F. Replace or repair worlc, materials or equipment not meeting these Specifications.
PROTECNON AND CLEANI.JP
A. Protect work of other tades, against damage by painting and finishing work.
Leave all such work undamaged. Clean, repair or replace, and repaint any
damaged areas i directed by ENGINEER.
B. Provide "Wet Paint" signs as required.
C. Remove temporary protective wrappings provided by others for protection of their
work after completion of painting. Clean all window glass and other paint
spattered surfaces. Remove spattered paint by proper methods of washing and
scraping. Do not damage finished surfaces.
D. On job completion remove all sand, debris, and rubbish, and repair or clean
surfaces that are marred or spotted with other paint.
E. Remove any surplus materials, scaffolding, and debris.
EIID OX'SECTION
19 PAINTING AND PROTECTIVE
COATINGS
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ELECTRJC, COMMUNICATION CONDUITS, AND GAS SYSTEMS
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PARTI GENERAL
I 1.OT DESCRIPTION
I A. Work Included: Excavation, rock excavation, blasting, rock disposal, dewatering, backfill,
I bedding, compaction, installation ofconduits, vaults, pads and all necessary appurtenances and
coordination with the telephone, cable television, electric and gas companies.
I B. Related Work:
1. Site Clearing: Section 02 40 00
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2. TopsoilandRevegetation: Section32900O
I C. Definitions:
l. Trench Excavation: Excavation ofall material encountered along trench other than rock
I excavation.
a 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by ar |;:Hfir::Li11;;tfiJ'1fJ#lfiJilltrlfflcurring
rorce and stick crowd rorce
I D. Utility Company Specifications: All work shall conform to the standard specifications of the
telephone company, the cable television company, the electric company and the gas company.
I L02 suBMrrrAlsI
A. Submit shop drawings or product data showing specific dimensions and construction materials for
I pipe, fittings, and vaults; or certifications that products conform with specifications.
B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials,
concrete mix design, and compression test.
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C. Permits: Submit copies of all permits issued for project.
r T.O3 JOB CONDITIONS
I Environmental Requirements: Except by specific written authorization, cease concreting when descending
t air temperature in shade and away from artificial heat, falls below 35 degrees F, and there is frost in
subgrade. When concreting is permitted during cold weather, temperature of mix shall not be less than 60
I degrees F at time of placing.
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I 26 09 13 I Electric, Communication and
I Gas SYstems
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PART 2 PRODUCTS
2.OI PIPE AND FITTINGS
A. Polyvinyl Chloride (PVC): 2"-8", Schedule 40 PVC. Electric rated for electric application.
B. Electric primary conduit supplied by Holy Cross Enerry.
C. Gas pipe to be supplied and placed by gas company-
2.02 VAULTS
All switchgear, transformer, splice vaults, pads, and bases to be supplied by Holy Cross Enerry'
2.03 BEDDING
A. Granular material - 3l4" screened rock.
B. On-site l-l/2" minus well graded screened material, free from organic materials, chunks ofsoil,
frozen material, debris, or other suitable materials. Use of on-site bedding material must have
prior written approval ofthe utility company and Engineer'
2.04 CONCRX,TEMATERJAL
A. Generat: All materials fumished from sources agreed to by the Utility Companies'
B. Cement: ASTM C- I 50 for Portland Cement, Type II. Cement which has become partially set or
contains lumps ofcaked cement shall be rejected'
C. Aggregate: ASTM C33.
D. Water: Waler used in mixing or curing conuete sball be clean and fiee fiom oil acids, salt, alkali,
or organic materials harmful to concrete'
2.05 CONCRETE MIX
A. Design Mix
1. ProPortions:
Cement 5-12 sacks Per cubic Yard
Coarse aggregate - 43Yo
Water - 5.5 gallons Per sack
Maximum size aggregate - 3/4"
2. Slump: 4" maximum
3. Strength: Minimum 3,000 psi at 28 days
4. Air Content: 5% - 1oh
Electric, Communication and
Gas Svstems
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PART 3
Job-Mixed Concrete
Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers
Bureau of Associated General Contractors of America. Mixer shall be capable of combining
aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire
contents of drum before recharging. Continue mixing of each batch for not less than ten (10)
minutes after all materials are in drum.
Ready Mixed Concrete
Proportioned, mixed and transported in accordance with ASTM C94. Any concrete not plastic
and workable when it reaches project shall be rejected.
EXECUTION
3.OI TRENCHING
A, Trench Excavation: Excavate to depths required. Confine excavation to work limits'
B. Rock Excavalion: Prior to removal, noti$ Engineer of areas requiring rock excavation.
C. Blasting: In general, blasting witl be allowed in order to expedite the work if a permit by the local
authority havingjurisdiction is granted. All explosives and appurtenances shall be fansported,
handled, stored and used in accordance with the laws of the local, state and federal govemments,
as applicable.
All blasting shall be controlled so as not to injure any existing structure or facility. The protection
of life and property and alt liability for blasting shall be placed solely on the person or persons
conducting the blasting operation. The hours of blasting shall be in accordance with the permit of
the local authority. Prior to blasting, provide minimum 24 hour notification to Owner, Engineer
and Fire Department.
D. Trench Support: The trench shall be adequately supported and the safety of workers provided for
as required by the most recent standards adopted by ttre Occupational Safety and Health
Administration (OSHA) Standards Board. Sheeting and shoring shall be utilized where required
to prevent any excessive widening or sloughing of the trench, which may be detrimenlal to human
safety, to the pipe and appurtenances being installed, to existing utilities, to existing structures, or
to any other existing facility or item.
3.02 UNSTABLE TRENCH BOTTOM AND EXCAVATION IN POOR SOIL
If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders,
refuse. vegetable or other organic material, or large pieces or fragments of inorganic material that cannot
satisfactorily support the pipe or structure, then the Contractor shall further excavate and remove such
unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the
Enpineer.
Electric, Communication and
Gas Systems
2609 t3
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3,03 BEDDING
Install in conformance with drawings. Place from minimum of 3" below bottom of pipe to centerline for
entire width of trench.
3.04 UNDERDRAIN
A. Water seeping from trench banks, but not flowing in trench bottom: Install gravel underdrain in
accordance with drawings.
B. Water flowing in bench bottom: Install underdrain pipe in addition to gravel where water volume
will fill a 4" pipe l/4 full. Cleanouts at each manhole in conformance with drawings'
c, Dayligbt all underdrains as shown on drawings or as directed by Engineer.
3.05 PIPE INSTALLATION
A. Construct pipe accurately to line and grade shown on drawings. Remove and replace pipe not
conforming to line and grade at Contractor's expense'
B. lnstall to manufacturefs recommendations, continuously upgrade. Bell ends face upgrade. hior
to making joints, clean and dry all surfaces. Use lubricants in conformance with manufacture/s
recommendations for insertion of pipe in joint. Set pipe in position and check line and grade'
Keep dirt from entering all exposed pipe ends. Joints watertight'
3.05 PADSAND VAULTS
Install pads and vaults to line and grade shown on drawings'
3.07 PULL STRING
pull string shall be labeled to identi$ which utility company or sPare conduit the use of the conduit is
intended for.
3.08 CONCRETE WORK
A. placement: Place to required depth and width conforming to drawings. Place concrete as
uniformly m possible in order to minimize amount of additional spreading. Place and consolidate
with suitable tools to avoid formations of voids, honeycomb, or pockels. Well vibrated and
tamped against forms'
B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with
or without additional cement, aggregate, or water. Provide concrete in such quantity as is
required for immediate use.
Curing: Protect against loss of moisture, rapid temperature change, rain, and flowing water, for
not less than two days fiom placement of concrete. Immediately after finishing, cover concrete
surface with curing medium which is applicable to local conditions as approved by Engineer.
protect exposed edge of concrete slabs exposed by removing forms immediately to provide these
surfaces with continuous curing treatment.
Electric, Communication and
Gas Systems
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3.09 BACKFILL
A. One Foot Over Pipe: lJse 314" screened rock or on-site screened material (if approved by
Engineer) for cover material and backfilt by approved mechanical methods. Cover material
shall be clean soil, free from organic materials, chunks of soil, frozen material, debris, or other
unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to
above top of pipe for entire fench width. Place in lifts to a density of 90% AASHTO T99.
B, Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable'
No rocks over 6" in diameter in top 12" oftrench. No backfill material with rocks larger than 12"
in diameter. Carefully lower rocks up to 12" in diameter into trench'
3.IO COMPACTION
A. Demonstrate method of compaction. Engineer will test compacted demonstration section for
uniform densify throughout depth of each lift. Alter construction methods until providing one
acceptable to Engineer. Continue same procedure until significant change in soils occurs, or
compaction is not being achieved, then demonstrate new method.
B. Compaction requirements for all trenches:
l. Predominantly of cohesive soils where AASHTO T99 procedures are applicable:
Compacted uniformly throughout each lift to 95% AASHTO T99. Moisture content shall
be within 2% of optimum.
2. Predominately of rock 12" in diameter: Place in loose lifts up to average rock dimension.
Placing of occasional boulders of sizes larger than maximum layer thickness may be
agreed to by Engineer, provided material is carefully placed and large slones well
distributed with voids completety filled with smaller stones, earth, sand, orgravel. Level
and smooth each layer to distribute soils and fmer fragments of earth. Wet each loose
layer as necessary to facilitate compaction prior to placing additional lifts.
3. Trenches ouside road right-of-way: Compact to 95% AASHTO T99. Moisture content
shall be within2Vo of oPtimum.
3.II PAVEMENT REMOVAL AND REPLACEMENT
Score existing surface with cutting wheel to creale clean break line. Remove and dispose of existing
surface and aggregate base course leave 6" undisturbed subgrade lip on each side oftrench- After trench
has been backfilled and properly compacted, place aggregate base course in accordance with permit
requirernents, or minimum thickness in these specifications. Compact aggregate base course to 95olo
AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in
these specifications. Compact asphalt to 95% ASTM D1559; consolidate concrete with vibrators.
3.12 FIELD QUALTTY CONTROL
A. Notifo Engineer atleast24 hours in advance of pipe being laid in any trench. Cover no pipes until
observed by Engineer. Notif Engineer at least 48 hours before pipe is to be tested.
B. Testins
Electric, Communication and
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2609 t3
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l. General: Conduct testing in accordance with procedures approved by the appropriate .11
utility company or as directed by engineer- ,'
cLEAr{uP AND RESTORATION I
Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other shuctures
or surfaces to condition equal io or better than before worf began, and to satisfaction ofEngineer. Deposit Iall waste material in designated waste areas. Grade and shape disposal site.
Complete topsoil and resieding of site, is required. Where disposal sites are not designated, remove and
dispose of ail waste material offsite' I
END OF SECTION I
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Electric't"-'"axti:,:f, I2609 13
I or-28{3I
SECTION 264200r sAcRrFrcIALAxoDE cATHoDIcpRorEcrIoN
I PARTI GENERAL
I 1.1 WORKTNCLUDED
I A. The CONTRACTOR shall furnish all labor, materials, tools, and equipment and
t perform all work necessary for complete and operational sacrificial anode ca-
thodic protection system(s) for facilities such as ductile iron piping, steel piping,
steel tank bottom, and steel pump station as shown on the Drawings and specified
r herein.
I 1.2 REFERENCED STANDARDS:
I A. The cathodic protection installation shall comply with applicable requirement
codes, laws, and ordinances of Federal, State, and local bodies having jurisdiction.
I B. The cathodic protection systems shall comply with the National Association of
Conosion Engineers (NACE) RP-01-69 latest revision.
I C. Ductile iron pipe polyethylene encasement shall comply with AWWA Standard- C105, "Polyethylene Encasement for Gray and Ductile Cast Iron Piping for Water
! and Other Liquids".
I 1.3 SUBMTTTALS:r
A. The CONTRACTOR shall submit the following items for approval:
t l. CategoryI:
a. Sacrificial Anodest b. Test Stations and Shuntsr I E::h"#llH,,i,Y31',T"1,?'ii ''*,I e. Wire Splice Connectors and Splice Sealhg Kits
f. Exotherrnic Weld Equipment and Materials
r f;: il:fi"iltr?i*"ryrlti,"fil%""-piece Sreeve and washers
i. Plaslic Waming Marker Tape
r 2. Category II:
r a. Record Drawings
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SACRIFICIAL ANODE
CATHODIC PROTECTIONI26 42 00
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PART 2 MATERIALS
2.1 GENERAL
Unless otherwise specified, all materials and equipment shall be of domestic
(USA) manufacture and shall be of the best quality used for the purpose in com-
mercial practice.
STANDARD PRODUCTS
A. Materials and products submitted for approval shall be a product of a manufac-
turer regularly engaged in the manufacture ofthe product, shall meet the require-
ments of the specifications and essentially duplicate materials that have been in
satisfactory use for at least two years prior to the bid opening.
CONDUCTORS
Test Station
l. Test station wires shall be #12 AWG and #8 AWG single conductor,
stranded copper and may have any of the following insulation types:
RIIW.RHH oTXHIIW.
2. Wire color-coding shall be as shown on the Drawings and specified
herein.
Joint Bond
l. Joint bond wires shall be #4 AWG single conductor, stranded copper ca-
thodic protection cable with Type HMWPE insulation.
2. The HMWPE insulation shall comply with ASTM D 1248 and shall be
high molecular weight polyethylene, Type I, Class C, Grade 5.
2.4 WIRE SPLICE CONNECTIONS
Splice Connectors
1. All splices of anode wires or of test station wires shall be made using a
copper, crimpit type connector.
Splice Sealing
1. Splices of anode or test station wires (if applicable) shall be sealed using
Royston "MINI SPLICE-RITE" cathodic protection splice kits or two
half-lapped layers of Scotch l30C followed by two halfJapped layers of
Scotch 88 tape
SACRIFICIAL ANODE
cArHoDrc PROTECTToN t
26 42 00
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2.5 EXOTHERMIC WELDS
All electrical cable connections to the buried piping shall be made by an exother-
mic weld.
Exothermic type weld materials including the proper size and type of weld car-
tridges and welder molds for use on steel or ductile iron pipe shall be by Erico
Products Inc. "CADWELD" or Burndy 'THERMOWELD" or other approved
equal. Weld metal for ductile-iron pipe shall be )(F-19 alloy and weld metal for
steel pipe shall have a *CA" designation.
Copper sleeves specifically designed for the purpose shall be crimped on all bare
wire ends prior to exothermic welding to improve mechanical strength and ther-
mal capacity.
2.6 EXOTHERMIC WELD COATING
Exothermic weld coatings for ductile iron pipe shall be a cold applied compound
such as Koppers "Bitumastic 50", Royston Mfg. "Roskote A,51", or equal.
All exposed ductile iron pipe and fittings shall also be encased with polyethylene
wrap per AWWA C105. The polyethylene film shall be Type I, Class A, Grade
E-l in accordance with ASTM D 1248.
Exothermic weld coatings for steel pipe shall be a cold applied compound such as
Koppers "Bilumastic 50", Royston Mfg. "Roskote A5l n, or equal. In addition, all
exothermic welds on steel pipe shall be covered with a weld backfill shield com-
posed of a plastic weld cap specifically made for the purpose and installed in ac-
cordance with the manufacturer's directions. The weld caps may be prefilled with
mastic by the manufacturer or may be filled in the field with mastic according to
the manufactwer's directions. Prefilled weld caps shall be Royston "Handicaps"
or equal.
2.7 TEST STATIONS
Type
l. Cathodic protection test stations shall be flush-to-ground type Christy G5
Traffic Valve Box (10 3/8" ID x 12") with a cast-iron lid with *CP TEST'
permanently printed on its center.
SACRIFICIAL ANODE
CATHODIC PROTECTION
26 4200
0l-28-03 I
2.8
B. Terminal Board
l. Each test station shall be fumished with a 3/16 inch thick plastic or rein-
forced laminate terminal block with minimum dimensions measuring three
x four inches.
2. The terrninal block shall be equipped with five l/4-inch diameter by l-
inch long brass studs with double brass nuts, flat washers, and lock wash-
ers.
3. Test stations shall be equipped with Con Mfg. 0.01 ohm - 8 ampere shunt
(color code - yellow) as shown on the Drawings. Exception: shunt not
required at test stations designated as Insulating Fitting or Pipe Casing
tlpe test stations.
WIRE AND CABLE MARKERS
A. All test station and wires shall be identified using nonmetallic marker tags.
B. Marker tags for wire and cables shall be of an opaque nylon material arranged to
include a marking area, nomeleasing holding device, and cable fastening tail simi-
lar to Panduit Corporation "Pad No' PLFIMA".
C. The marker board shall not be less than 1.0 inches (W) by 0.75 inches (L) and 25
mils thick with one side roughened to hold black nylon marking ink from a fine
tip pen similar to Panduit Corporation "Part No. PFX" or 3M Corporation
"ScotchCode SMP". Identification shall be permanent and waterproof.
D. The marker-holding device shall be designed io allow the fastening tail to pass
around the cable and through the holding device so that removal of the cable
marker can be accomplished only by cutting it loose from the cable.
INSULATING FITTINGS
A. Electrical isolation shall be accomplished through the use of insulating pipefit-
tings as shown on the Drawings.
l. Type
a. lnsulating mechanical couplings (lMC) shall be Dresser Style 39-
62 or aPProved equal.
b. Insulating flange kits shall consist of full-faced gaskets, nonmetal-
lic one-piece bolt sleeves and washers, and steel backing washers.
SACRIFICIAL ANODE
CATHODIC PROTECTION
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2. Insulating flange Kits
a. Insulating Gaskets shall be Type E (Full Face) Pyrox lE glass rein-
forced epoxy or phenolic laminate, 1/8 inch thick, with Buna-N
sealing element and shall be rated for the working pressure of the
pipe flange.
b. Insulating bolt sleeves shall be one-piece plastic sleeve and wash-
ers made of Minlon or acetyl resin. Two piece insulating sleeves
consisting of a separate non-metallic sleeve and washers are not
acceptable.
c. Backing washers shall be cadmium plated steel, l/8 inch thick,
two for each flange bolt.
3. Restrained IMC
a. In the event an IMC is restained using tie rods, each tie rod shall
be insulated using one-piece rod insulating sleeve and washers and
steel backing washers.
2,IO PLASTIC WARNING MARKERTAPE
Waming tape shall be a 6-inch wide, 4-mil thick, yellow plastic tape with the
words "CAUTION CATHODIC PROTECTION CABLE BURIED BELOW"
permanently printed on the tape.
The tape shall be resistant to alkalis, acids, and other destnrctive agents com-
monly found in soils.
2.11 SACRIFICIALANODES
Dimensions of the magnesium anodes shall conform to the dimensions for stan-
dard sizes ofanodes and ofthe weights specified.
All magrresium anodes shall be cast around a galvanized steel core (flat strap or
spring) and be made of high potential magnesium alloy conforming to the fbllow-
ing compositions by weight:
B.
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Aluminum
Manganese
Zinc
Copper
Nickel
Iron
0.01% Max.
0.50% Min. to 1.30% Max.
0.005% Max.
0.02Yo Max.
0.001% Max.
0.03% Max,
Other Impurities 0.05% Each Max.
Other Impurities 0.30% Total Max.
Magnesium Balance
SACRIFICIAL ANODE
CATHODIC PROTECTION
264200
0t-2843
PART 3
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E.
CONTRACTOR shall fumish spectrographic analyses or a letter of compliance
on samples from each heat or batch ofanodes used on this project.
Sacrificial anodes shall be provided with specific backfill in a permeable cloth
sack. Anodes shall be centered in the backfill material. The weight and nominal
dimensions of the packaged anode shall be as follows:
32 lb. bare anode (5.0" x 6.0'x 4.4" xl7') = approx.74lb. packaged
(8" Dia. X 26"L)
The anode package backfill material shall consist of75 percent gypsum, 20 per-
cent bentonite, and 5 percent sodium sulfate, and shall be of the quick wetting
fype.
All anodes shall be shipped and stored in waterproofbags or wrapping and shall
be AMAX "MaxMag", Dow "Galvomag" or equal.
Sacrificial anode lead wires shall consist of #12 AWG Type USE-2 OR RHW-2,
black insulated stranded copper wire. Lead wires shall be a minimum of 30 feet
in length. The lead wires shall be connected to the galvanized steel core ofthe
anode by silver soldering and this connection shall be sealed with a waterproof
epoxy or electrical potting compound.
EXECUTION
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3.1 GENERAL
The cathodic protection system shall be installed in compliance with the applica-
ble portions of NACE Standard RP-01-69 latest revision.
All materials and equipment shall be in accordance with the directions of the
manufacturer to conforrn to the specification documents.
3.2 SACRIFICIAL ANODE INSTALLATION
CONTRACTOR shall procure, store and install high potential magnesium anodes
as indicated herein.
Anodes shall have approved waterproofing protection at all times prior to installa-
tion. Damaged anodes or anode wires shall not be used and replacement anodes
installed instead. Anode waterproofing protection shall be removed before in-
stalling the anode.
The specified high potential magnesium anodes shall be installed at the locations
indicated herein. Anode locations or spacing may be adjusted slightly to clear
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SACRIFICIAL ANODE
CATHODTC PROTECTTON I
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other buried or topographical obstructions with prior approval of the OWNER's
representative.
D. The specified magnesium anodes shall be installed completely dry and shall be
lowered into the excavated (augured or otherwise) holes as shown on the Draw-
ings by rope sling or by grasping the cloth gather. The anode lead wire shall not
be used in lowering the anodes. The anode shall be backfilled with fine native
excavated soil (imported sand or other select backfill shall not be allowed) in six-
inch layen and each layer shall be hand tamped around the anode. Care must be
exercised not to strike the anode or lead wire with the tamper. After the anode
has been backfilled approximately halfuay, a minimum of ten gallons of fresh
water shall be added and allowed to soak into and around the anode. After water
absorption by the anode and surrounding soil, continue backfilling and tamping
with native soil to a point approximately six inches above the anode. Add another
ten gallons minimum of fresh water and allow to soak into the soil. After the wa-
ter has soaked in, backfilling and soil compaction may be completed to the top of
the hole. Anodes shall be installed as shown herein.
J.J TEST STATIONS
The CONTRACTOR shall install cathodic protection test stations as shown on the
Drawings and specified herein.
Test stations shall be installed directly over the pipe unless otherwise specified.
Test station wiring shall be arranged and completed as described herein. Wire
connections to the test station terminal boards for conductor sizes of #8 AWG and
larger shall be made with single hole terminal lugs of corrosion resistant bronze,
copper, or nickel plated brass similar to Blackburn Type L (socket), Square D
Company Tlpe LU, Bumdy SCRULUG Type KPA or other approved equal.
Wire connections to the test station terminal boards for conductor sizes of #14
through #10 AWG shall be terminated with a properly sized uninsulated funnel
entry support ring tongue compression connector similar to Panduit PNF or PV
Series ring tongue connector, Burndy Type TN or TP Series ring tongue connec-
tors, or other approved equal. Additionally, all wires shall be soldered to the ring
tongue connectors.
Test station wires shall be color coded as shown on the Drawings and specified
herein and each wire shall be permanently identified using nylon marker tags and
plastic cable ties. Marker tag identification shall be completed by using a water-
proofink nylon marker pen designed specifically for this purpose and using block
type lettering with the letter size to be a minimum of ll8" high and shall specify
test station number, pipe diameter, pipe material, and pipe service.
Test Station numberins shall be as indicated on the Drawinss.
SACRIFICIAL ANODE
CATHODIC PROTECTION
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3.4 WIRE CONNECTIONS TO BURIED PIPING
Test station wire and joint bond wire connections to buried piping shall be ac-
complished by exothermic welding. The surface of the pipe shall be cleaned with
a grinder or metal file to a bright, shiny condition. The exothermic weld shall be
completed using the appropriate weld charge and welder as per the manufacturer's
recommendations. A properly sized copper wire sleeve shall be installed around
the bare wire end of all prior to welding to improve weld strength and thermal ca-
pacity. Completed welds shall be capable of withsanding moderate hammer
blows.
The type of weld metal to be used is different for cast iron pipe and steel pipe.
The CONTRACTOR shall ensure tlat the appropriate weld metal charges are
used for each type of pipe material.
For ductile iron pipe, after cooling, the weld and sunounding cleaned metal sur-
face shall be heavily coated with a cold applied mastic compound. The pipe joint
with the installed bond wires shall then be encased in polyethylene wrap.
For steel pipe, after cooling, the weld and sunounding cleaned metal surface shall
be lightly coated with a cold applied mastic compound or pipeline coating primer
and covered with an exothermic weld cap. Pipeline tape wrap shall then be ap
plied as necessary.
3.5 WIRE SPLICE CONNECTIONS
Brnied splice connections of anode and/or test station wires shall be completed
with a splice connection kit specifically designed for that Purpose
Installation of the splice connection kit shall be completed per the manufacturers
instructions with the exception that the wires shall also be soldered to the crimpit
connector after tightening.
3.6 ELECTzuCAL ISOLATION
Electrical isolation of the buried piping shall be accomplished by the use of insu-
lating flange kits or other approved dielectric fittings to be installed at designated
locations where as shown on the Drawings.
3.7 JOINTBONDING
All duclile iron pipe joints, except those specified to be insulatingjoints, shall be
bonded to ensure electrical continuity.
SACRIFICIAL ANODE
CATHODIC PROTECTION
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D.
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B.
c.
All nonwelded steel pipe joints, except those specified to be insulating joints,
shall be bonded to ensure electrical continuity.
Two bond wires shall be installed at each joint and shall be stranded copper #4
AWG Type HMWPE as shown on the Drawings.
3.8 TESTS AND MEASUREMENTS
Upon completion of the cathodic protection system installation work, the ENGI-
NEER shall perform testing to ensure proper operation of the system.
1. On water storage reservoirprojects, initial testing shall be conducted prior
to floor slab / floor plate construction.
Inadequate pipejoint continuity and/or cathodic protection levels due to defective
or incorrect installation work shall be corrected by and at the sole expense ofthe
CONTRACTOR.
END OF SECTION
SACRIFICIAL ANODE
CATHODIC PROTECTION
B.
264200
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sEcrroN 31 0s 19
GEOTEXTILE X'ABRIC
PART 1 GEIYERAL
l.l WORKINCLUDED
Furnish all labor, materials and equipment required to complete the work of the
noted Sections of this Division described herein and on the Drawings.
The work shall include, but is not necessarily limited to, placement of a geotextile
fabric membrane upon the prepared foundation.
1.2 SI.JBMITTALS
Manufacturer's descriptive literature and recommended methods of
installation
Manufacturer's certification that products meet specifications
Samples
Test Samples, Certification and Testing
l. Each roll should be clearly marked showing the top of the fabric. Two
copies of the mill certificate signed by a legal authorized officer from the
manufacturer shall be provided for each consignment. The mill certificate
shall state that the fabric in that shipment meets the requirements listed
above and provide proof of test results for minimum average.
2. The ENGINEER reserves the right to perform acceptance tests on the
samples prior to acceptance of the material. The minimum average
requirements, as indicated, must be met before installation of the
geotexfile. The ENGINEER will be present at the site during installation
and reserves the right to collect samples periodically for confirmation
testing.
MATERIALS
GENERAL
A. The fabric shall have complete resistance to deterioration from ambient
temperatures, acid, and alkaline conditions, and shall be indestructible to
microorganisms and insects. The material shall be resistant to short-term (until
B.
C.
D.
2.1
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PART 2
31 05 19 GEOTEXTILE FABRIC
I02-,0t-05
placement) deterioration by ultraviolet light or protected until placement as
recommended by the manufacturer, such that no deterioration occurs. During
shipment and storage, the rolls of fabric shall be protected against deterioration
from the sun, mud, dfut, dust, and other deleterious conditions at all times.
B. The property values are not desip values but represent the minimum accepted
physical characteristics ofthe geotextile required. The number represents avalue
to be confirmed by the manufacturer. These values represent minimum average
roll values (i.e., any roll tested should meet or exceed the minimum values in the
table). Manufactured and field seams shall also meet the tabulated values.
EROSION CONTROL AND DRAINAGE FABRIC
A. Fibers used in tle manufacture of geotextiles, and lhe threads used in joining
geotextiles by sewing, shall consist of long chain synthetic polymers composed of
at least 85% by weight polyolefins, polyesters, or polyamides. They shall be
formed into a network such that the filaments or yarns retain dimensional stability
relative to each other, including selvedges.
B. Erosion Control Fabric Properties
PROPERTY CLASS A CLASS B TEST METHOD
Grab Strength, lbs.200 90 ASTM D 4632
Elongation, (%)l5 l5 ASTM D 4632
Sewn Seam Strength, lbs.180 80 ASTM D 4632
Puncture Stength, lbs.80 40 ASTM D3787
Burst Strength, psi 320 140 ASTM D 3786
Trapezoid Tear Strength, lbs.50 30 ASTM D 4533
Apparent Opening Size,
U.S. Standard Sieve
Soil with 500/o or less
particles by weight passing
U.S. No. 200 sieve, AOS less
than 0.590 mm
cw-02215-77
mod. to l0 min.
Permittivitv Y fabric less than Y soil for
all classes. sec-l
ASTM D 4491
Ultraviolet Degradation
at 150 Hours
70% strength retained for all
classes
ASTM D4355
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31 05 19
Drainage Fabric Properties
GEOTEXTILE FABRIC
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Apparent Opening Size
U.S. Standard Sieve
Soil with 50olo or less
particles by weight passing
U.S. No. 200 sieve, AOS less
than 0.6 mm (greater than #30
U.S. Std. Sieve).
CW-02215-77 mod.
to l0 min.
Permeability k fabric greater than k soil for
all classes. cm/sec
ASTM D 4491
Ulhaviolet
Degradation at 150
Hours
70 % Strength retained for all
classes
ASTM D 4355
I 2.3 ASPHALTFABRIC
I A. The asphalt reinforcement geotextile fabric shall be Phillips "Petromat" or
approved equal. Fibers used in the manufacture of geotextiles, and the threads
I used in joining geotextiles by sewing, shall consist of long chain syntheticr illffifiJ"T-il;:1,:f;ffif,il:ll*::l*,l"firllliii'itJ:lf':?]#
- retain dimensional stability relative to each other, including selvedges.
B. Properties
PROPERTY VALUE
S
TEST METHOD
Tensile Strength, lbs.90 ASTM D 4632
Elongation (%)55 ASTM D 4632
Burst Strength, psi 200 ASTM D3786
Trapezoid Tear Strength, lbs.45 ASTM D 4533
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PROPERTY CLASS A CLASS B TEST METHOD
Grab Streneth, lbs.180 80 ASTM D 4632
Eloneation, (%)N/A N/A ASTM D 4632
Sewn Seam Strength, lbs.160 70 ASTM D 4632
Puncture Strength, lbs.80 25 ASTM D3787
(5/16 in.
hemispherical
tip)
Burst Stength, psi 290 130 ASTM D 3786
Trapezoid Tear Strength, lbs.50 25 ASTM D 4533
GEOTEXTILE FABRIC
02-0 t -05
PART3 - EXECUTION
3.1 EROSION CONTROL AND DRAINAGE FABRIC
General
Grade the slope to provide a smootlq even surface. If minor natural soil caving
occurs, as determined by the ENGINEER, fill areas with granular material so that
the geotextile will not be distorted or torn during material placement. The
prepared surface shall be inspected prior to fabric placement.
For placement of the material, care should be taken to avoid puncturing or tearing
the geotextile. The material shall be placed over the fabric in sufficient time to
prevent tIV damage to the fabric as specified by the manufacturer. Howri:ver, in
no case will the fabric remain uncovered or exposed to the elements more than 14
days. Placement of tlte material should start at the base of the required blanket
area, moving up the slope. The material should be placed from the center
outward.
Repair
A geotextile patch shall be placed over the damaged area and extend three feet
beyond the perimeter of the tear or damage.
Placement
l. Erosion Control
The geotextile shall be joined by either sewing or overlapping. All seams
shall be subject to approval.
Overlapped seams shall have a minimum overlap of 12 inches except
where placed rmder water where the overlap shall be a minimum of three
feet.
Pin overlaps may be used using steel security pins, normally 3/16 inch
diameter, 18 inches long, and pointed at one end, and fitted with I l/2 inch
diameter metal washer on the other end. Space pins along all overlap
alignments at a distance of approximately three feet center to center. No
wrinkles or folds will be allowed in the fabric. If seamed, seam strength
shall meet the minimum required fabric grab strength criteria listed.
Overlap successive fabric in such a manner that the upstrearn sheet is
placed over the downstream sheet and/or upslope over downslope. In
underwater applications, place the geotextile and required thickness of
B.
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bacldll material the same day. Begin backfill placement at the toe and
proceed up the slope.
Riprap and heavy stone filling shall not be dropped onto the geotextile
from a height of more than one foot. Slope protection and smaller sizes of
stone filling shall not be dropped onto the geotextile from a height
exceeding three feet. Replace geotextile damaged during placement as
directed.
2. Drainage
In trenches, after placing the backfill material, the geotextile shall be
folded over the top of the filter material to produce a minimum overlap of
12 inches for trenches greater than 12 inches wide. ln trenches less than
12 inches in width, the overlap shall be equal to the width of the trench.
The geotextile shall then be covered with the subsequent backfill.
ASPHALTFABRIC
Equipment
1. Fabric Lay Down Equipment
Mechanical lay down equipment must be capable of handling full rolls of
fabric, and shall be capable of laying the fabric smoothly, without
excessive wrinkles and/or folds. When manual lay down is required, a
lenglh of standard one inch pipe, together with suitable roll tension
devices, are required for proper roll handling.
2. Miscellaneous Equipment
Stiffbristle brooms to smooth the fabric and scissors (or blades) to cut the
fabric should be provided. Under some conditions a pneumatic roller to
imbed the fabric into the asphalt sealant may be needed.
Installation
l' Surface Preparation
The surface on which the fabric is to be placed should be free of dirt, water
and vegetation. Cracks between li8 inch and 114 inch must be filled with
a suitable filler as directed by the ENGINEER. Larger cracks or holes
must be repaired with slurry, hot mix, or other suitable fillers. In some
cases a leveling course may be specified prior to placing the fabric.
3105 19 GEOTEXTILE FABRIC
t024r{5
2.Application of Sealant
The asphaltic sealant must be uniformly spray applied at the specified rate.
Quantity specified will vary with the surface condition of the existing
pavement (degree of porosity, for example) but will normally be applied at
the target rate of0.25 gallons per square yard (gsy) residual asphalt.
Application will be by distributor equipment wherever possible, with hand
spraying kept to a minimum. Temperature of the asphalt must be
sufficiently high to permit a uniform spray pattem. For asphalt cements,
the minimum recommended temperature is 290o F. (NOTE: If the fabric
is oversprayed, distibutor tank temperatures should not exceed 325" F to
avoid damage to the fabric). For emulsions, temperature of the heavier
grades may be as high as 160o F to insure an optimum spray pattem.
The target width of the asphalt sealant application should be fabric width
plus two to six inches. Asphalt drools or spills should be cleaned from the
road surface to avoid flushing and possible fabric movement at these
asphalt-rich areas.
The quantity of asphalt applied to the fabric is extremely important. The
object is to fully seal the membrane, but not to use an excessive quantity
which might cause a slippage plane.
Fabric Placement
The fabric shall be placed into the asphaltic sealant with a minimum of
wrinkles prior to the time the asphalt has cooled and lost tackiness.
(NOTE: When emulsions are used, allow adequate cure time before
placing fabric). The fabric is umolled so that the bearded (tuz;ry) side is
unwound into the sealant, thus providing optimum bond between fabric
and pavement during the construction process.
As directed by the ENGINEER, wrinkles severe enough to cause "folds"
shall be slit and laid flat. Brooming or pneumatic rolling will maximize
fabric contact with the pavement surface. Small wrinkles which flatten
under compaction are not detrimental to performance.
Overlap of fabric joins should be minimal, although an overlap of one to
three inches is recommended to insure full closure of the joint. Transverse
joints should be "shingled" in the direction of paving to prevent edge
pick-up by the paver. As directed by the ENGINEER, additional sealant
ofabout 0.20 gsy should be applied to fabricjoints.
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4. Hot Mix Overlay
Placement of the hot mix overlay should closely follow fabric lay down.
In tle event that the sealant bleeds through the fabric before the hot mix is
placed, it may be necessary to blot the sealant by spreading sand or hot
mix over the aflected areas. This will prevent any tendency for
construction equipment to pick up the fabric when driving over it.
Refer to Section 02513 - Bituminous Pavement for complete execution
details.
Special Considerations
l. AmbientTemperatures
Air temperatures during fabric installation should be warm enough to
allow adequate "tack" from the asphalt sealant to hold the fabric in place.
A mle-of-thumb minimum temperature for most asphalt cements is 50" F.
2. Asphalt Sealant Quality
The correct asphalt application rate should be based on the quantity of
residual asphalt in the material specified, and porosity ofthe surface to be
covered. Generally, this will approximately 0.25 gsy residual asphalt; but
depending upon pavement condition, may vary between 0.2O ro 0.30 gsy.
3. Tack Coat
It is usually not necessary to tack coat the fabric prior to placement ofa
premix overlay. However, there may be circumstances such as delay of
overlay, dust accumulation, under-application of sealant, or sanding and
traffrcking which would make application of a tack coat desirable. This
decision should be made by the ENGINEER.
Where seams are required in the longitudinal trench direction, they shall
be joined by either sewing or overlapping. Overlap successive sheets of
geotextiles a minimum of 12 inches. All seams shall be subject to
approval.
31 05 19
END OF SECTION
GEOTEXTILE FABRIC
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PART 1 GETIERAL
1.I SCOPE OF WORK
PART 2
PART 3
3.1 CLEARING
SECTION3l II OO
CLEARING AND GRT]BBING
A.
B.
C.
D.
F.
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This work includes all materials, equipment, and labor required for completed
clearing and grubbing operations required for completion of other items of work.
Clearing includes the removal of trees, brush, debris such as slash piles,
abandoned utility poles, landscaping and vegetation from defined areas.
Grubbing includes the removal of stumps and roots obstructions to a minimum of
three feet below proposed subgrade and related work. This work includes backfill
ofholes created by grubbing operations with approved on-site materials.
The work also includes tree trimming as required to complete other items of work
and protection of all trees, which are not designated for removal. All waste
materials shall be removed from the site and legally disposed of by and at the sole
€xpense of the CONTRACTOR.
Removed materials, such as stumps and trees, shall not be buried in the backfill.
Burning of cleared and grubbed vegetation and trees on site is not permitted.
For removal of structures and obstructions including items such as concrete
foundations, inlets, pavement, curb and gutter, sidewalks, ditch and slope paving,
manholes, guardrail, fence, signs and pipe, see SECTION 02 40 00 - REMOVAL
OF STRUCTURES AND OBSTRUCTIONS.
PRODUCTS _NOT USED
EXECUTION
The CONTRACTOR shall remove trees and shrubs and other vegetation called
for on the Drawings or as observed in the field. Except for staging areas and
construction access roads, disturbance will be limited to the excavation area
required for the strucfure.
The CONTRACTOR must make all reasonable efforts to minimize the area of
disturbance. Aside from staging areas, the maximum area of disturbance will be
l0 feet beyond the excavation slope intercept point. Unless otherwise permitted
3l l1 00 CLEARING AND GRUBBING
It2-2742
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in writing by the OWNER and ENGINEER no disturbance or construction
activity will be allowed outside the above area.
C. Prior to construction the OWNER and ENGINEER will meet with the
CONTRACTOR to determine the area(s) required for construction staging. After
an agreement is reached regarding the conskuction staging area size(s) and
location(s) the CONTRACTOR shall identi$ all trees and sbrubs to be removed
from the stagrng area(s) by marking the hees with orange paint. The
CONTRACTOR may submit a written request for additional construction area
when warranted by conditions. The written request must state the reasons for the
request and the extent and size ofadditional area(s) requested.
GRUBBING
A. Removal of shrubs, stumps and trees shall include sufficient depth of the root
system to insrue that vegetation will not continue to grow, a minimum of three
feet below existing grade. All holes left after the removal of stumps shall be
backfilled with native material and compacted. The resulting unsuitable debris
shall be hauled and disposed of by the CONTRACTOR at an off-site location
acceptable to and at no additional cost to the ENGINEER and the OWNER.
Woody debris such as limbs, small diameter logs, etc. may be chipped/ground
into wood chips for mulch and revegetation purposes.
B. Some trees may be identified to remain within the construction area. Trees
scheduled to remain shall be carefully protected from damage during construction
operations by orange safety fence placed a minimum of 3 feet in radius from the
tree trunk. Any damage due to the CONTRACTOR's operations shall be repaired
by suitable tree surgery methods reviewed and accepted by the ENGINEER or the
damaged trees shall be replaced in kind as requested by the ENGINEER, all at the
CONTRACTOR's expense.
END OF SECTION
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3l ll00 CLEARING AND GRUBBING
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EXCAVATIONAND FILL
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PARTI GENERAL
l.l WORKINCLUDED
Earthwork includes removing of vegetation and designated trees, stripping, stock-
piling and placing ofdesignated materials such as topsoil, excavating, scarifying
grading, segregating, and placing on-site and imported fill materials. This includes
incidental operations such as hauling, placing, discing, soil moisture control, and
compacting to the lines and grades shown in the Drawings. Also included is the
disposal ofexcess excavated or unacceptable materials and borrow ofmaterials to
make up deficiencies for fills in accordance with this Specification.
This section also covers furnishing of all labor, materials, tools, equipment, and
performing all work and services for excavating, over excavating, borrowing, re-
moving undesired or excess materials, filling and backfilling of the soils under,
adjacent to and above structures shown in the Drawings, in accordance with the
Conhact Documents. This work includes, but is not limited to, excavation and
structural filI for building and special foundations, box culverts, bridge substruc-
tures, manholes, vaults, retaining walls, and hydraulic strucfures.
Compaction testing will be accomplished per SECTION Ol 71 23 - FIELD
ENGINEERING, MATERIALS TESTING AND SURVEYING.
t.2 QUALITY STANDARDS
American Soceity for Testing and Materials (ASTM)
ASTM D 422 - Method for Particle-Size Analysis of Soils
ASTM D 698 - Test Methods for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-Ibflft')
ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-
Cone Method
ASTM D 1557 - Test Method for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-Ibflft')
ASTM D 2487 - Classification of Soils for Engineering Purposes
ASTM D 2922 - Test Methods of Density of Soil and Soil-Aggregate in
Place by Nuclem Methods (Shallow Depth)
ASTM D 4253 Test Methods for Maximum Index Density of Soils Using
a Vibratorv Table
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4.
5.
6.
31 23 00 EXCAVATION AND FILL
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05-2546
8. ASTM D 4254 - Test Methods for Minimum lndex Density of Soils and
Calculation of Relative DensitY
9. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit and Plasticity
lndex ofSoils
B. Colorado Department of Transportation Specifications for Road and Bridge Con-
struction (CDOT)
SUBMITTALS
A. Particle-Size Analysis and Proctor Test Results for:
l. Native fill materials
2. Imported fill materials
B. Particle-Size Analysis and Proctor Test Results for:
l. Native structural fill materials
2. Imported structural fill materials
C. The CONTRACTOR shall submit a plan outlining the means and methods of
placing fill on roofs of structures for the ENGINEER's review
SOIL CONDITIONS
A. A geotechnical investigation may have been performed for the OWNER in order
to obtain relative data conceming the character of material in and upon which the
project is to be built. If an investigation has been performed, the information will
be available to the CONTRACTOR for information purposes only, and is not to
be considered a part of the Contract Documents. The CONTRACTOR shall sat-
isff himself as to the kind and type of soil to be encountered and any water condi-
tions that might affect the construction of the project.
B. The CONTRACTOR shall perform all excavation regardless of the type, nature,
or condition of material encountered, as specified, shown, or required in order to
accomplish the construction.
C. A geotechnical engineer may or may not be retained by the OWNER to review the
fill and structural frll placernents. The expense of these services will be bome by
the OWNER.
SPECIAL REQUIREMENTS
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The location of existing utilities are shown in an approximate way only and not all
utilities may be shown. The CONTRACTOR shall determine the exact location
of all existing utilities prior to commencing work.
The CONTRACTOR shall be fully responsible for any and all damages that might
be occasioned by his failure to exactly locate and preserve any and all utilities. If
utilities are to remain in place, the CONTRACTOR shall provide adequate means
of support and protection during construction.
Should drawn, or incorrectly drawn, piping or other utilities be encountered dur-
ing excavation the CONTRACTOR shall advise the ENGINEER within 30 min-
utes ofencountering the utility.
The CONTRACTOR shall cooperate the with ENGINEER and utility companies
in keeping respective services and facilities in operation to the satisfaction ofthe
respective owners.
The OWNER reseryes the right to perform any and all work required should the
CONTRACTOR fail to cooperate with the respective companies, and back charge
the CONTRACTOR for any and all expenses.
The CONTRACTOR is responsible for protecting all monuments, benchmarks,
and other reference points to be used to construct foundations. Reference points
disturbed that require restaking, will be restaked by the ENGINEER at the CON-
TRACTOR's expense.
The CONTRACTOR shall conduct all site grading operations and other construc-
tion activities to minimize erosion of site soil materials.
The CONTRACTOR shall provide barricades and signs in accordance with the
Uniform Manual of Traffic Control Devices where applicable' The
CONTRACTOR shall maintain all devices in a working manner' See SECTION
OI 55 26_ TRAFFIC CONTROL.
The CONTRACTOR shall be responsible to maintain streets daily rernoving any
spillage of dirt, rocks or debris from equipment entering or leaving the site- See
SECTION 01 7416 _ SITE MAINTENANCE.
B.
C.
D.
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PART 2 - MATERIALS
TOPSOIL
A. Topsoil shall be defined as the top four inches of the native soil profile or as di-
rected in the field bv the ENGINEER.
3t 23 00 EXCAVATION AND FILL
2.2
05-25-06
Sieve Size
2 inch
No.4
No.50
No.200
B. Topsoil that is to be later replaced shall be free from roots, brush, weeds, debris,
and stones larger than one inch in diameter.
FILL CLASSIFICATIONS
A. General
L Materials used in any classification of fill shall be free from frozen lumps,
wood, or other organic, trash, debris or other material that would otherwise
adversely affect the performance of the fill.
2. Unless otherwise specified or shown in the Drawings, Class 2 materials
shall be used for fills'
B. Class 1
l. Class I filI materials shall meet the following gradation requirements:
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Passing Square
Mesh Sieves
100
30 - 100
l0-60
5 -20
2. In addition this material shall have a liquid limit not exceeding 35, and a
plasticity index of not over six, when determined in conformity with
ASTM D 4318.
3. The CONTRACTOR has the option of using on-site or imported materials
that meet the above gradation limits.
C. Class 2
l. Class 2 fill material shall be composed of zuitable materials developed on
the project site or imported if insufficient quantities are available'
2. Rocks larger than six inches me unacceptable-
D. Class 3
l. When the Drawings show specific areas for clay fill the clay soils shall be
classified as CL bY ASTM D 2487 '
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B.
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05-25-06
PART 3
3.1 TOPSOIL
3-2 EXCAVATION
EXECUTION
Topsoil shall be stripped from the area to be disturbed and stockpiled.
Topsoil stockpiles shall be properly protected from erosion by wind and water and
shall be clearly marked with a sigrr as topsoil.
Upon completion of all filling, backfilling and compaction, topsoil shall be uni-
formly distributed over area disturbed by excavation and grading activities.
Care shall be taken to conform to the final required grades.
Excavation shall include the rernoval of all materials of whatever nature encoun-
tered, including obstructions that interfere with the proper execution of the work.
The removal of materials shall conform to the lines and grades shown in the
fhawings.
Unless otherwise shown in the Drawings or specified herein, the site shall be
shipped of all vegetation, such as bushes and debris. However, no trees other
than those desigrrated shall be removed. This vegetation shall be rernoved from
the site prior to performing any excavation or placing any fill.
Excavations for structures shall be made to the elevations and dimensions shown
on the Drawings. If no dimensions and elevations are shown on the Drawings, the
CONTRACTOR shall provide a safe excavation in accordance with applicable
OSHA regulations and shall provide adequate space for construction operations
and review of structure construction.
The CONTRACTOR shall remove obstructions including but not limited to old
foundations, pipe, unsuitable subgrade soils, and any other materials which may
be concealed beneath the present grade, as required to construct an acceptable
grade for the structure.
If required by the Drawings or specified herein, excavated materials shall be clas-
sified in accordance with ASTM D 2487 and placed in Class I or Class 2 stock-
piles for use during construction of fill.
Boulders larger than one cubic yard in volume shall be stockpiled for use in site
landscaping when called for in the Specifications, shown in the Drawings or di-
rected bvthe ENGINEER.
31 23 00 EXCAVATION AND FILL
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After the required excavation has been completed the exposed surface shall be
proof-rolled with compaction equipment to obtain 95Vo of maximum density as
determined by ASTM D 698. The surface shall be reasonably smooth for place-
ment of the underlying fill.
H. For excavation by blasting see SECTION 31 23 18 - ROCK EXCAVATION BY
BLASTING.
J.J FILL CONSTRUCTION
The CONTRACTOR shall construct fills to lines and grades shown or specified.
The fill shall be placed in continuous horizontal layers not exceeding eight inches
in loose thickness. Where hand operated compaction equipment is used, the lay-
ers shall not exceed six inches in loose thickness.
When the soil moisture content is below the optimum moisture content water shall
be added before or during spreading until the proper moisture content is achieved.
Where the soil moisture content is too high to permit the specified degree of com-
paction, the material shall be disced and worked until it has dried to the proper
moisture content.
The CONTRACTOR shall protect the fill against freezing when atmospheric tern-
perature is less than 35' F. ( I " C). Foundations and fills that have been allowed to
freeze shall be removed to the depth of freezing, replaced, and recompacted.
The CONTRACTOR shall exercise caution to prevent damaging any perimeter
and foundation perforated pipe drain systerns when constructing frlls.
3.4 OVEREXCAVATION FOR STRUCTURES :
Water Retaining Structures
l. Unless otherwise shown in the Drawings, axeias beneath water retaining
structures shall be ovef,excavated a minimum of five feet.
2. The overexcavation shall extend a minimum of five feet beyond the out-
side edge ofthe footing.
Buried Vaults
l. Unless otherwise shown in the Drawings, areas beneath buried vaults shall
be overexcavated a minimum of two feet.
2. The overexcavation shall extend a minimum of two feet beyond the out-
side edge ofthe footing.
G.
B.
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c.Other structures
l. The CONTRACTOR shall overexcavate subgrade soils, as required or as
shown on the Drawings, which in the opinion of the ENGINEER are un-
desirable or unzuitable for foundation support.
FOUNDATION PREPARATION FOR STRUCTURES
A. The CONTRACTOR is responsible for protecting all monuments, benchmarks,
and other reference points to be used to construct foundations. Reference points
disturbed that require restaking, will be restaked by the ENGINEER at the CON-
TRACTOR's expense.
B. Where foundations are to rest on rock, the rock shall be fully exposed and the sur-
face of the rock shall be leveled off to approximate horizontal and vertical steps
and rougfuened.
C. Where foundations are to rest on subgrade material olher than rock, care should be
taken to avoid disturbance ofthe bottom ofthe excavation. Soils loosened during
excavation shall be removed from the excavation, and the excavation restored to a
condition at least equal to the undisturbed subgrade.
D. The excavation for foundations to be supported by piles or drilled piers, shall be
completed to the bottom of the foundations before any piles a driven or drilled,
and any excess materials rernaining after drilling or driving shall be removed to
the elevation of the bottom of the foundation.
Completed excavations shall be protected from becoming unacceptable including
but not limited to becoming wet, frozen, or soft due to weather, and or construc-
tion operations. Grading around excavations for structures shall be performed to
prevent water from running into the excavation or from damaging completed
foundations. Should any free water, ground water, or springs be encountered, the
CONTRACTOR shall be required to keep excavations free from water during
construction of the foundations by the use of trenches, well points, or other means
as reviewed and accepted by the ENGINEER.
The CONTRACTOR shall shore, sheet pile, slope, and/or brace excavations as
required to maintain a safe site and to conform to all local, State, or Federal
agency regulations having jurisdiction over the work. The CONTRACTOR is
fully and solely responsible for maintaining safe working conditions during con-
struction.
The CONTRACTOR shall use an appropriate membrane or methods of construc-
tion to prevent the excavated surface from changing moisture content. This is es-
pecially critical with clay soils and clay bedrock.
31 23 00 EXCAVATION AND FILL
05:2546
H. The CONTRACTOR is responsible for notifuing the ENGINEER as soon as ex-
cavations are completed in order that subgrade may be reviewed.
3.6 FILLFOR STRUCTURES
A. The CONTRACTOR shall fill stuctural overexcavations using materials speci-
fied herein or in the Drawings to lines and grades shown. The structural fill shall
be placed in continuous horizontal layers not exceeding eight inches in loose
thickness.
B. The CONTRACTOR shall begin fill work immediately to prevent the excavated
surface from changing moishrre content-
C. Fill shall not be placed until the foundations or other portions of the structure have
been reviewed by the ENGINEER and accepted for backfilling. No structural fill
shall be deposited against structure walls, abutrnents, and retaining walls until the
structure has reached the strength necessary to sustain backfill and other antici-
pated loads.
D. When permitted by the ENGINEER, footings may be backfilled to a level equal to
the top of the footings or berm elevation where appropriate, upon rernoval of the
forms.
E. Foundations for rigid frame structures or walls or abutments which are not de-
signed as self-sustaining against soil and backfill loads, shall not be backfilled
unless the superstructure has been placed and reach a strength necessary to sustain
the anticiPated loads.
F. Foundations shall not be backfilled until the area involved has been cleared ofall
falsework, sheet piling, cribbing, shoring, bracing, forms, and debris.
G. Existing slopes shall be stepped, terraced, or otherwise treated as necessary to
prevent slippage and wedging of the structural fill.
H. Backfrll shall be brought up uniformly on all sides of structure walls and not vary
by more than one foot.
L Unless otherwise provided, fill for structures shall be placed in continuous hori-
zontal layers not more than eight inches in thickness that are brought up uniformly
on all sides ofthe foundation. Each layer shall be compacted before the next layer
is placed, by means of rollers, tampers or vibrators. Backfilling operations shall
be performed to minimize live load and compaction effort surcharges to the foun-
dation. Backfill operations shall be performed in such a manner that no portion of
the foundation or structure is damaged or deflected out of alignment. All fill for
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structures shall be compacted in accordance with the densities shown on the
Drawings or indicated in this Specification, but not less than 95Vo of maximum
density as determined by ASTM D 698.
J. If water is present in the excavation, backfill operations shall be so performed
such that the water will be displaced by the fill and not trapped therein. Water
shall not be used to expedite settlernent of fill. Compaction by jetting is unac-
ceptable.
K. Backfill materials transported in hucks or other vehicles shall be placed so that
the contents of each vehicle are carefully and gradually deposited. All clams, dip-
pers, or containers of fill for structures shall be lowered to within five feet of the
surface ofthe previously deposited fill before they are dumped.
L. The CONTRACTOR shall protect the fill against freezing when atmospheric tern-
perature is less than 35'F. (1" C).
SPECI,AL PROVISIONS FOR BURIED WATER RETAINING STRUCTURES AND
VAULTS
A. Unless otherwise permitted in writing by the ENGINEER, water storage tank wall
backfilling and site grading near the structure shall be performed with the struc-
ture full to the overflow level. .
B. Unless otherwise specified or shown in the Drawings, earthmoving and compac-
tion equipment weighing more than 10,000 pounds, including water trucks, shall
not used closer to water retaining structures and vault walls than a horizontal dis-
tance equal to the depth of the fill at that time.
COMPACTION
Density Requirements
1. Compact soil to not less than the following percentages of maximum den-
sity relationship determined in accordance with ASTM D 698 (Standard
Proctor) unless otherwise shown in the Drawings:
Foundations, Paved Areas and Sidewalks - 95Vo
Unpaved Areas - 90%
Topsoil - 80%
Structural Fills - 95%
Fills Adjacent to Water Retaining Structure Walls - 90%
a.
b.
c.
d.
e.
31 23 00 EXCAVATION AND FILL
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05-25-06
B. Moisture Requirements
l. The CONTRACTOR shall control moisture content within two percent of
optimum moisture content'
2. Where subgrade or layer of soil material must be moisture conditioned be-
fore compaction, uniformly apply water to surface of cut area subgrade, or
loosely placed layer of soil material, to prevent free watsr appearing on
surface during or subsequent to compaction operations.
3. The CONTRACTOR shall remove and replace, or scarif and air dry, soil
material that is too wet to permit compaction to specified density. Soil
material that has been removed because it is too wet to permit compaction
may be stockpiled or spread and allowed to dry. The CONTRACTOR
may assist dryrng by discing hanowing or pulverizing until moisture con-
tent is reduced to a satisfactory value.
4. During construction of floor slabs on structural fills, the moisture content
ofthe structural frll shall be maintained and not permitted to dry out'
SETTLEMENT
A. Where completed compacted areas are disturbed by subsequent construction op-
erations or adverse weather, the CONTRACTOR shall scarifu the ground surface,
re-shape, and compact to required density prior to furthsr construction.
B. Any settlement in fill or structural fill which occurs within the one-year guarantee
period in the General Conditions will be considered to be caused by improper
compaction methods and shall be corrected at no cost to the OWNER. Any struc-
ture damaged by settlement shall be restored to their original condition by the
CONTRACTOR at no cost to the OWNER.
C. The CONTRACTOR may place soil above the final grade to compensate for an-
ticipated settlement if proper drainage can be maintained and when permitted by
the ENGNEER.
3.10 GRADING
A. The CONTRACTOR shall perform all grading to the lines and grades as shown
on the Drawings and/or established by the ENGINEER, with an allowance for
topsoil where required. Stockpiled topsoil shall be placed to a uniform depth of
four inches, or the uniform depth the volume of stockpiled topsoil will permit, in
areas to be revegetated.
B. The CONTRACTOR shall shape, trim, and finish slopes of channels to conform
to the lines, grades, and cross sections as shown or approved. All slopes shall be
free of all exposed roots and stones exceeding three inches in diameter that are
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t i;ffi#":tilll:,#lJa::iiffil*Ti#::1,:l*r:trjil,Tffi#$:'
| 3.ll B''LDERPLA.EMENT
I A. When called for in the Specifications or shown in the Drawings the
I CONTRACTOR shall place stockpiled boulders as directed by the ENGINEER or
as shown in the Drawings.
I 3.n DIsposAL oF EXCESS EXCAVATI'N AND *ASTE MATERTALS
I A
ffinm',-r*,*T*I,HL',#',,f.;Hlh$;.'o*'RACroR
mav
I B H:-ffitnnsii;:Ti:: ffi:,F,itK#il'trJi.ft:::'*?,'r*.il:
I ffil:l"T-
the owNER of the properry where excess and waste materials are
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I . sECrIoN3t 23 t6.ot
] TRENCHING, BEDDING,AND BACKFILL FOR CORRUGATED METALPIPE
II
, PART 1 GEIYERAL
!I I.I WORKINCLUDED
I A. 3ftu;X'#ffit#&,ffij:"ts
necessary for excavation and trenching for
I 1.2 REFERENCES
a A. ANSyASTM C 136 - Sieve Analysis of Fine and Coarse Aggregates.
t B. ANSUASTM D 698 - Test Methods for Laboratory Compaction Characteristics of
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Soil Using Standard Effort (12,400 ft-lbf/ft3).
C. ASTM D 4253 - Test Method for Maximum Index Density and Unit Weight of
I Soils Using a VibratorY Table
!
, D. ASTM D 4254 - Test Method for Minimum Index Density and Unit Weight of
I ,l Soils and Calculation of Relative Density,I
_ 1.3 TESTING
r A. The CONTRACTOR shall perform in-place moisture density tests to ensure
I
trench backfill complies with specified requirements'
I 1.4 SUBMITTALS
I A'
R"",'S3ffiT:ffi*"Jlll,r,:::'fi1T".r$
the owNER's geotechnicar
I B. Manufacturer's product sheets
I 1.5 RESPONSIBILITY FORJOB SITE SAFETY
t A. The CONTRACTOR shall protect excavations by shoring, bracing, sheet piling,
1|, underpinning, or other methods required to prevent any excessive widening or
I sloughing of the trench which may be detrimental to human safety, to the pipe or
appurtenances being installed, or to existing facilities or slructures.
I B. The CONTRACTOR is responsible for compliance with all appropriate OSHA
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regulations and standards including, but not limited to, 29 CFR Parr 1926 '
I 31 23 16.01 TRENCHING, BEDDING AND BACK FILLING
I FOR CURRUGATED METAL PIPE
It24144
Excavations. The CONTRACTOR is responsible for the desigrr of sloping,
benching and shoring for protection of all workers and project representatives in
excavations, managing the work and methods for physical protection for falls.
C. The CONTRACTOR shall be responsible for underpinning adjacent sbuctures
which may be damaged by excavation work, including service utilities and pipe
chases.
D. The CONTRACTOR shall protect bottom of excavations and soil adjacent to and
beneath foundations from frost.
E. The excavation shall be graded to prevent surface water run-off into trench or
excavation.
F. Existing utilities shall be protected from damage due to construction activities.
The CONTRACTOR shall repair damages to utilities at his own expense to the
satisfaction of the ENGINEER.
PART2 MATERIALS
2.1 SUB-BEDDING: Materials shall consist of;
A. Uniformly-graded rock ranging from 3/4-inch to l-li2-inch'
B. Sub-bedding shall be used to provide a firm foundation in soils which are judged
by the ENGINEER to be soft or unstable'
2.2 BEDDING AND PIPE ZONE MATERI.ALS
Well-Graded Sand:
Total Percent Passing
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Sieve Size
3/8 inch
No.4
No.8
No.16
No.30
No.50
No.l00
No.200
by Weight
100
95 - 100
80 - 100
50- 85
25- 60
l0- 30
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t ' Squeegee Sand:I
a Total Percent Passing
- Sieve Size bY Weight
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E 3/8-inch 100
No.200 0' 3
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t Note: It will be the responsibility of the CONTRACTOR to locate material meeting the
I Specifications, to test its ability to consolidate to at leasl 65Yo relative density| ;i"d,J;[fl#j.":lnYJ"Hi'ffi:illy;".1j;:;Jff "ffiil* ;*T
I shall be determined as stipulated in ASTM D 4253 andD 4254'
! 23 BACKFILL
I A. Backfill shall meet the following requirements:
. l. Use only backfill for trenches which is free from boulders, large roots,
I other vegetation or organic matter, and frozen material'
2. No boulders greater than six inches in diameter shall be allowed.
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I PART3 EXECUTION
I 3.r cENERAL
A. No more than 200 feet of trench shall be left open at any time during constructionI Hf;:l*ir:: '*"H"i?,'H*il'if;: hTr:f"Y#:'"I:'*?'.bT:
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ENGINEER.
!r B. Prior to placement in the trench, all pipe shall be examined for defects by the
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materials.
I C. All surplus excavation shall be placed as directed by the ENGINEER. If material
is disposed of on private property, written permission must be obtained from the
I property OWNER and provided to the ENGINEER'
D. All sub-bedding, bedding, and pipe zone material shall be imported unlessi orherwise designated Uy tfri OWNeR's geotechnical ENGINEER.
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TRENCHING, BEDDING AND BACK FILLING
3 FOR CURRUGATED METAL PIPE
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E. The GoNTRACTOR shall obtain a permit from the appropriate party to draw
water from a water system for use during the bedding and backfill operation.
F. Upon completion of the work, all plants, rubbish, unused materials, concrete
forms and other like material shall be removed from the jobsite. All excess
excavation shall be disposed ofas specified and the areas shall be left in a state of
order and cleanliness.
PROTECTION OF EXSTING UTILITIES
A. The location of existing utilities are shown in an approximate way only and not all
utilities may be shown.
B. The CONTRACTOR shall determine the exact location of all existing utilities
prior to commencing work. The CONTRACTOR shall be fully responsible for
any and all damages which might be occasioned by his failure to exactly locate
and preserve any and all utilities. If utilities are to remain in place during
construction, the CONTRACTOR shall provide adequate means of support and
protection.
C. The CONTRACTOR shall maintain access to public and private properties, to fire
hydrants, and to sidewalks as required.
OBSTRUCTIONS AND DISPOSAL OF WASTE MATERIAL
A. The CONTRACTOR shall remove obstructions that do not require replacement
from within fhe trench or adjacent areas such as tree roots, stumps, abandoned
piling, buildings and concrete structures, frozen material, logs, and debris of all
types without additional compensation.
B. The ENGNEER may, if requested, make changes in the trench alignment to avoid
major obstructions, if such alignment changes can be made within the work limits
without adversely affecting the intended function of the facility'
C. Excavated materials unsuitable for backfill or not required for backfill shall be
disposed ofin accordance with local regulations'
TRENCH EXCAVATION
A. All existing asphalt or concrete surfacing shall be saw cut vertically in a straight
line, and removed from the job-site prior to starting the trench excavation. This
material shall not be used in any fill or backfill'
B. The trench shall be excavated to a minimum depth of six inches and a maximum of
eight inches below the bottom of the pipe. The sides of the trench shall be
TRENCHING, BEDDING AND BACK FILLING
4 FOR CURRUGATED METAL PIPE
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excavatd and maintained as neady vertical as practical and shall be in accordance
with the Occupational Safety and Health Administration (OSHA) regulations.
The trench width at the bottom and at the top of the pipe shall be a minimum of
24-inches plus the outside diameter of the pipe, and a maximum of 36-inches plus
the outside diameter of the pipe.
All excavations shall be made to the lines and grades as established by the
Drawings. Pipe trenches shall be excavated to a minimum depth of six inches and
a maximum of eight inches below the bottom of the pipe. Deviation from grades
will be allowed only when approved by the ENGINEER. Over excavation shall
be rectified to the satisfaction of the ENGINEER at the expense of the
CONTRACTOR.
Except as otherwise dictated by construction conditions, the excavation shall be of
such dimensions as to allow for the proper installation and removal of concrete
forms or precast slabs and panels and to permit the construction ofthe necessary
pipe connections. Care shall be taken to insure that the excavation does not
extend below established grades. Ifthe excavation is made below such grades, the
excess excavation shall be filled in with sand or graded gravel deposited in
horizontal layers not more than six inches in thickness after being compacted and
shall be moistened as required to within 2Vo of the optimum moisture content
required for compaction of that soil. After being conditioned, to have the required
moisture conlent, the layers shall be compacted to t}le required density-
The trench width at the top of the pipe will not be limited, except where
specifically shown on the Drawings or where excess width of excavation would
cause damage to adjacent structures or property.
Slope sides of excavations and placement of excavated materials shall comply
with applicable codes and ordinances. The CONTRACTOR shall shore and brace
where sloping is not possible because ofspace restrictions, or to protect adjacent
structures, property, workers, and the public.
The CONTRACTOR shall maintain sides and slopes of excavation in a safe
condition until completion and acceptance ofbackfill operations'
Materials for shoring and bracing, such as sheet piling, uprights, stringers and
cross-braces, shall be in good serviceable condition. Trench widths shall consider
the thickness ofthe shoring.
Requirements for trench shoring and bracing shall comply with all codes and
authorities. It is the CONTRACTOR's responsibility to determine and coordinate
with the appropriate agencies.
TRENCHING, BEDDING AND BACK FILLING
5 FOR CURRUGATED METAL PIPE
3123 t6.01
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K. The cONTRACTOR shall stockpile excavated materials in a safe manner.
Stockpiles shall be graded for proper drainage.
L. The CONTRACTOR shall place and grade the trench base to the proper grade
ahead of pipe laying. The pipe base shall be compacted to provide a firm
unyielding support along entire pipe length.
SURPLUS EXCAVATION MATERIAL
A. All surplus excavation shall be placed as directed by the ENGINEER'
B. If the surplus excavation is disposed of on private property, written permission
shall be obtained from the owNER and a copy given to the ENGINEER and the
CONTRACTOR.
FOUNDATIONS ON UNSTABLE SOILS
A. If the bottom of the excavation is soft or unstable, and in the opinion of the
ENGINEER, cannot satisfactorily support the pipe or structure, further depth and
width shall be excavated and refilled to six inches below grade with rock
uniformly gpded between 3/4 inch and I l/2 inch to provide a firm foundation for
the pipe or structure'
B. The ENGNEER shall review and approve the excavation and placement of rock.
PIPE BEDDING
A. After completion of the trench excavation and proper preparation of the
foundation, a minimum of six inches, and maximum of eight inches, of bedding
material shall be placed on the trench bottom for support under the pipe. All pipe
shall be installed in such a manner as to insure firll support of the pipe barrel over
its entire length.
B. After the pipe is adjusted for line and grade and the joint is made, the bedding
material shall be carefully placed and tamped under the haunches of the pipe'
C. The limits of bedding shall be as shown on the trench section details on the
Drawings.
D. Bedding shall be compacted to 70Yo relative density in accordance with ASTM D
4253 andD 4254. Care shall be exercised to assure sufficient tamping under the
pipe to achieve uniform support. (See the Drawings for a typical trench cross-
section.)
TRENCHING, BEDDING AND BACK FILLING
6 FOR CURRUGATED METAL PIPE
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3.6
3.7
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BACKFILL AND COMPACTION
The pipe trench shall be backfilled to the limits as shown on the Drawings.
The backfill shall be compacted by vibrating, tamping or a combination
thereof to 70Yo relative density for sand material as determined by ASTM
D 4253 andD 4254-
In street rights-of-way and paved areas, the backfill shall be compacted to
95% of maximum density for cohesive soils as determined by ASTM
Standard Designation D 698 for the top four feet six inches of trench
unless otherwise indicated on the drawings.
Required compaction from the bottom of the trench to 4'-6u below the
grade surface will be 90% ASTM D 698.
All backfill shall be brought up to equal height along each side ofthe pipe
in such a manner as to avoid displacement. Wet, soft or frozen material,
asphalt chunks or other deleterious substances shall not be used for
backfill. If the excavated material is not suitable for backfill, as
determined by the ENGINEER, suitable material shall be hauled in anc
utilized and the rejected material hauled away and legally disposed of.
Backfilling shall be conducted at all times in a manner to prevent damage
to the pipe or its coating and shall be kept as close to the pipe laying
operation as practical. Backfilling procedures shall conform to the
additional requirements, ifany, ofappropriate agencies or private right-of-
way agreements.
B.Structures:
Backfill, and fill within three feet adjacent to all structures and for full
height of the walls, shall be selected non-swelling material.
It shall be relatively impervious, well graded, and free from stones larger
than three inches. Material may be job excavated, but selectivity will be
required as determined by the ENGINEER.
Stockpiled material, other than topsoil from the excavation shall be used
for backfilling unless an impervious structural backfill is specified. The
backfill material shall be free from rubbish, stone larger than five inches in
diameter, clods and frozen lumps of soil.
All backfill around the structures shall be consolidated by mechanical
tamping. The material shall be placed in six inch loose lifts within a range
of 2To aboveto 2%o below the optimum moisture content and compacted to
95%o of maximum density for cohesive soils as determined by ASTM D
698 or to 70o/o relative density for non-cohesive pervious material as
determined bv ASTM D 4253 andD 4254.
TRENCHING, BEDDING AND BACK FILLING
? FOR CURRUGATED METAL PIPE
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3.9 SURFACE RESTORATION
A. Unsurfaced Areas
1. All surface cuts shall be, as a minimum, restored to a condition equal to
that Prior to construction.
2. All sheets shall be restored in accordance with the regulations and
requirements of the agency having control or jurisdiction over the steet,
roadway or ri ght-of-waY'
B. Surfaced Areas
L All surface cuts shall be, as a minimum, restored to a condition equal to
that Prior to construction.
Z. All gravel or paved streets shall be restored in accordance with the
regulation and requirements of the agency having control or jurisdiction
over the street, roadway or right-of-way.
C. Easements, Cultivated or Agricultural Areas
L In easements, cultivated or agricultural areas, topsoil, to a depth of six
inches, shall be removed from the area of general disturbance and
stockPiled.
2. After installation of all pipelines, appurtenances and structures and
completion of all backfill and compaction, the stockpiled topsoil shall be
redistributed evenly over all disturbed areas'
3. Care should be taken to conform to the original ground contour or final
grading plans.
END OF SECTION
TRENCHING, BEDDING AND BACK FILLING
8 FOR CURRUGATED METAL PIPE
31 23 16.01
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sEcTroN 31 23 16.03
TRENCHING, BEDDING A}ID BACKFILLING X'ORTAPE COATED
OR COAI-TAR ENAMEL COATED STEEL PIPE
PART T GEI\ERAL
I.1 GENERAL
A. Earthwork shall include all excavation, backfill, excess excavatio4 bedding and
pipe zone material, and surface restoration as indicated on the Plans or in the
Specifications as required to complete the work. The CONTRACTOR shall fumish
all labor, materials, plant, tools, and equipment r€quir€d to complete the earthwork.
B. Topsoil, as defined on the Drawings or directed by the ENGINEER, shall be
removed from the area of general dishnbance and stockpiled. After installation of
all pipelines, appurtenances and structures and completion of all bacldll and
compaction, the stockpiled topsoil shall be rediskibuted evenly over all disturbed
areas. Care shall be taken to conform to the original ground contour and final
gading shall be done as directed by the ENGINEER.
C. Suwey control for alignment and grade and compaction testing will be
accomplished per SECTION 0l 71 23 - FIELD ENGINEERING, MATERIALS
TESTINGAND SURVEYING.
QUALITY STANDARDS
A. American Society for Testing and Materials (ASTM)
I . ASTM D 422 - Method for Particle-Size Analysis of Soils
2. ASTM D 698 - Test Methods for Laboratory Compaction Characteristics
of Soil Using Standard Effort(12,400 ft-Ibflft')
3. ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-
Cone Method
4. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-lbAff)
5- ASTM D 2487 - Classification of Soils for Engineering Purposes
6. ASTM D 2922 - Test Methods of Density of Soil and Soil-Aggregate in
Place by Nuclear Methods (Shallow Depth)
7 - ASTM D 4253 Test Methods for Maximum Index Density of Soils Using
a Vibratory Table
8. ASTM D 4254 - Test Methods for Minimum Index Density of Soils and
Calculation of Relative Density
9. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit and Plasticity
Index of Soils
TRENCHING, BEDDING AND BACK.
FILLING FOR WELDED-STEEL PIPE
3t 2316.03
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B. Colorado Department of Transportation Specifications for Road and Bridge
Construction (CDOT)
1.3 ST'BMTTALS
A. BeddingMaterial
l. A minimrun of l0 days prior to the start of construction, the
CONTRACTOR shall zubmit to the ENGINEER for approval, a sample of
not less than 30 pounds ofthe pipe bedding and pipe zone material that is
proposed to be used.
2. If more than one sourc€ is to be used, a sample stnll be submitted from each
source. The source ofeach sample shall be stated, and after approval ofthe
prpe Mding and plpe zone material, no change shall be made in the source
of the material or gradation thereof without vritten approval of the
ENGINEER.
3. The testing of proposed pipe bedding and pipe zone material will be made
by the ENGINEER at no expense to the CONTRACTOR.
PART2 MATERIALS
2.1 BEDDINGMATERIAL
A. Tape Coated or Coal-Tar Enamel Coated Steel Pipe
l. The bedding and prpe zone material shall be clean, well-graded,
freedraining sand with no clay fines and shall conform to the following
limits when tested bv ASTM D 422:
Total Passing by Sizes
Sieve Size Percentage by Weight
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No. 16
No. 30
No. 50
No.l00
No.200
100
70 - 100
36 -93
20-80
8-65
2 -30
l-10
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2. Although not a requirement, it may be necessary to provide washed material
in order to meet fully the specification. If washing is necessary, it shall be at
the CONTRACTOR s expens€.
TRENCHING, BEDDING AND BACK-
FILLING FOR WELDED-STEEL PIPE T
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2.2 SPECIALBEDDINGFORTRENCHFOIJNDATION STABILZATION
A. Washedrockuniformlygradedbetween l-inchand I l/2-inches
PART3 E)(ECUTION
3.I EXCAVANON
A. General
B.
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l. All excavation shall be made to the lines and grades shown on the Plans and
as established by the ENGINEER.
2. Stockpiling of the excavated material required for backfilling and grading
will be permitted on all available areas provided the place, the extent and the
height of stockpile is approved by the ENGINEER.
Trench Excavation
l. The hench shall be excavated to a minimum depth of six inches and a
maximum of eight inches belowthe bottom ofthe pipe.
2. The sides of the trench shall be excavated and maintained as nearly vertical
as practical and shall be in accordance with the Occupational Safety and
Health Administration (OSHA) regulations.3. The trench width at the bottom and at the top of the pipe shall be a minimum
of 24-inches plus the outside diameter of the pipe, and a maximum of
36-inches plus the outside diameter of the pipe.
Trench Support
l. The trench shall be adequately supported and the safety ofworkers provided
for as required by OSIIA. Sheeting and shoring shall be utilized where
required to prcvent any excessive widening or sloughing of the tench which
may be detrimental to hurnan safety, to the pipe or appurtenances being
installed to existing utilities, to existing stuctures, or to any other existing
facility or item. Wheie excavations are made under severe water conditions,
the CONTRACTOR shall use sheet piling approved by the ENGINEER
instead ofsheeting and shoring.
2. Excavated material and equipment shall not be placed closer than as
permitted by 29 CFR 1926.651.
TRENCHING, BEDDING AND BACK-
FILLING FOR WELDED.STEEL PIPE
3t 2316.03
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D.Pipe Connections
The excavation shall be of zuch dimensions as to permit construction of the
necessry pipe connections.
Care shall be taken to insure that the excavation does not extend below
established lines and gmdes. If the excavation extends below zuch lines, the
CONTRACTOR shall fill in the resulting excess excavation with material
suitable for compaction, or graded gravel, deposited in horizontal layers of
not more than Ginches in thickness after being compacted. The material
shall be moistened as required to obtain the optimum required for
compaction. After each layer has been conditioned to have the optimum
moisture content it shall be compacted by mechanical tampers or other
method as approved by the ENGINEER The CONTRACTOR may fill in
the over excavated area with conorete provided it is approved by the
ENGINEER
Surplus Excavation
All surplus excavated material shall be removed from the jobsite by the
CONTRACTOR at the CONTRACTOR's expense.
Locations for the digposal of all surplus material shall be provided by the
CONTRACTOR. Wrifi€n permission shall b€ obtained by the
CONTRACTOR and a copy of said permission stnll be furnished to the
ENGINEER before disposal of any excess material. The OWNER
relinquishes all right and title to the surplus material.
3.2 FOI.]NDATION AND BEDDING
Dewatering
l. The CONTRACTOR shall provide and maintain at all times during
construction ample means and devices with which to promptly remove and
properly dispose ofall water from any source whatsoever entering the trench
or structure excavation or other pads ofthe work-
2. All pipe trenches shall be kept free of water during excavation, pipe laying
and jointing. The method of dewatering shall maintain a free water surface
below the bedding material.
3. Dewatering shall be accomplished by the use of well points, sump pumps,
rock or gravel drains placed below zubgrade foundations or zubsurface pipe
dmins. Any dewatering method shall be subject to the approval of the
ENGINEER.
4. The CONTRACTOR shall dispose of the water in a suitable manner without
damage to adjacent property or without being a menace to public health or
without causing a public inconvenience or nuisance. The water shall not be
drained into work completed or under construction.
TRENCHING, BEDDING AND BACK-
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5. The dewatering operation shall continue until such time that it is safe to
allow the water table to rise in the excavations. Pipe trenches shall contain
sufficient backfill to prevent pipe flotation Water shall not be allowed to
rise unequally against concrete walls for a period of 14 days following
placement of the concrete.
B. SpecialFoundation
l. If the bottom of the excavation is soft or unstable after dewatering, and, in
the opinion of the ENGINEE& cannot satisfactorily support the pipe or
struchue, further depth and/or width shall be excavated. The over excavated
area shall be refilled to 6-inches below the bottom of the pipe or to the
underside of the shucture with clean, washed rock uniformly graded
between l-inch and I ll2-inches to assure a firm foundation for the pipe or
struchrre.
2. No over excavation or refill ofover excavated areas shall be rmdertaken by
the CONTRACTOR without the written authorization of the ENGINEE&
which authorization shall specifically state the extent and distance (by
starion) over which over excavation and refill may take place.
3. If the CONTRACTOR over excavates and refills over excavated areas
without the prior written authorization of the ENGINEE& it will be
. conclusively presum. ed that this was done solely for the benefit of the
CONTRACTOR and the cost of such work shall be at the CONTRACTOR's
expense.
3.3 PIPEBEDDINGANDPIPEZONE
A. The limits of bedding and prpe zone materials shall be from 6-inches below the
bottom ofthe pipe to 6-inches above the top ofthe pipe. Approved backfill extends
from the top of the pipe zone to the ground line
B. After completion of the tench excavation and prcp€r preparation of the foundation,
6-inches of bedding material shall be placed on the trench bottom for support of the
Pipe.
C. Bell holes shall be dug to provide proper clearance between the pipe bell and the
bedding material to allow for inspection and finishing of the joint.
D. All prpe shall be installed in such a manner as to insure firll support of the pipe
barrel over its entire length.
E. Compaction of bedding is not required. The only requirement is sufficient tamping
to achieve wfform support under the pipe.
TRENCHING, BEDDING AND BACK.
FILLING FOR WELDED-STEEL PIPE
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F. After the plpe is adjusted for line and grade and the joint is made up, the remainder
of the material in the pipe zone shatl be placed to the limits as shown on the
Drawings.
G. Material in the pipe zone shall be placed in equal lifts not exceeding Ginches in
thickness before compaction. The lifts shall be to approximately the same elevation
on both sides ofthe pipe to prevent unequal loading and displacement ofthe pipe.
G. All pipe zone material shall b€ compacted by jetting and vibrating to obtain 70
percent relative density as detemrined by ASTM Designations D 4253 andD 4254.
Special precautions shall be taken to prevent flotation ofthe pipe.
H. The bedding and prpe zone material shall be installd so that the total pipe
deflection in any direction shall not exceed the allowable deflections shown in
SECTION 02512 - STEEL PIPE. If the allowable deflection is exceeded at any
time, the CONTRACTOR shall expose and re-round the pipe, repair all damaged
lining and coating and reinstall bedding pipe zone material and backfill as specified,
at no additional expense to the OWNER.
BACKFILL AND COMPACTION
A. When suitable select material is available from the excavation, as determined by the
ENGINEER, it shall be used for pipe bacldll.
B. We! soft or frozen material, asphalt chunks, trash, tree limbs and/or other
deleterious substances shall not be pemitted in the backfill material. Unsuitable
excavated material shall be hauled away and disposed of at the CONTRACTORs
expense and suitable material shall be hauled in from other parts of the project at the
CONTRACTOR's expense.
C. Backfilling shall be conducted at all times in a manner to prevent damage to the prpe
or structure. Rocks or slones larger than 3-inches in maximum dimension shall not
be placed closer to the pipe or struchre than Gfuphes.
D. No heavy equipment of any nature shall be perrnitted to cross the pipeline before the
backfilling has been completed in accordance with these Specifications.
E. Tamping Equipment shall be subject to the approval of the ENGINEE& and no
large rollers or tractordrawn equipment shall be used without prior approval ofthe
ENGINEER.
F. All backfill shall be carefully placed and spread in unifonn layers so that all voids
will be filled.
TRENCHING, BEDDING AND BACK-
FILLING FOR WELDED-STEEL PIPE
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G. The thickness of each horizontal layer after compaction shall not be more than
6-inches. The placing of the layers shall be such that throughout the required
section the material will be homogeneous, free from lenses, pockets, streaks,
laminations, moisture variations or other imperfections.
H. The tench shall be backfilled to the limir shown on the Drawings or as required by
the excavation All backfill material shall be compacted by vibrating, tamping, or
any combination thereof, to obtain 70 percent relative density as deterrnined by
ASTM Designations D 4253 and D 4254 or to 95 perc€nt of maximum density as
determined by ASTM Designation D 698.
I. Prior to and during compaction, the bacltrll material shall have a moishre content
within two percent plus or minus, of optimurn moishre, as determined by ASTM D
698. If the moisture content is not within these limits, the CONTRACTOR shall
take whatever steps are necessary to bring the moishre content to within two
percent of optimum.
PROGRESS OF WORK
Open Trench Allowed
The maximum amount of open trench allowed ahead of pipe laytng
operations shall be that amount whictu in the opinion of the ENGINEE& is
reasonable and prudent for conditions existing at any particular localion.
That amowrt may be as little as 60 feet at some locations.
It is not the intention of this Specification to impede the CONTRACTOR's
progress; however, the ENGINEER will determine the amount of open
trench allowed.
B.Backfilling of Pipe
The complete baclfilling operation to the finished grade, including cleanup
operations, shall be prosecuted on a continuous daily basis and shall follow
within 150 feet ofpipe installation.
At the end of each day, pipe zone material and pipe backfill shall cover the
installed pipe sufficiently to protect the coating and lining of the installed
pipe and to prevent flotation ofthe pipe.
Deviations
Any deviation from the above requirements shall be made only with the
written approval of the ENGINEER-
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3.7 CLEANI.JP
A. Upon completion of the work, the CONTRACTOR shall remove from the jobsite
all rubbish, unused materials, concrete forms and similar material.
B. At all times during constuctiorl the CONTRACTOR shall maintain the site,
partially finished sEuctures, material stockpiles and other like areas in a reasonable
state oforder and cleanliness.
C. ln the event the CONTRACTOR fails to perform this worh it may be performed by
the OWNER at the expense ofthe CONTRACTOR
SIJRFACERESTORATION
General
l. The CONTRACTOR shall aszume full responsibility for the consequences
of excavation and street cuts and shall comply with all requirements of
ste€t-cut or right-of-way permits.
2. The replacement of all excavated base course, permanent paving and
damaged curb and gutter shall be done in accordance with the Specifications
and requirements contained in the permits and applicable provisions of these
specifications.
3. All damaged driveways shall be replaced in like kind by the
CONTRACTOR to an equal to, or better than, condition satisfactory to the
OWNERthereof.
4. All cuts nec€ssary for the replacement of damaged pa.vement or curbs and
gutters shall be done with a @ncrete saw.
5. All drainage and ditch facilities shall be maintained in operating condition at
all times during construction.
Unsurfaced Areas
l. The general grade and condition ofall unsurfaced areas shall be restored as
nearly as practicable to the grade and condition immediately prior to
construction or as shown on the Plans.
2. Topsoil shall be removed, saved and replaced in cultivated and agriculhral
areas, and any excess earth shall be removed from the right-of-way at no
addition expense to the OWNER.
3. All grassed areas shall be re-sodded or seeded, and the CONTRACTOR
shall be responsible for caring for such unfil its growth is established.
Surfaced Areas
l. The roadway surface cuts shall be saw cut vertical and in a straight line.
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2- All roadway surfacing between the surface cuts shall be removed and
replaced with base course material and/or hot-mix bituminous or concrete
surfacing. If the surface cut is within two feet of the curb and gutter, the
existing asphalt from the surface cut to the pan line shall be removed and
replaced-
3. In the event tlnt ihe trench must be paved before hot-mix bituminous
material can be acquired, the CONTRACTOR" at the discretion of the
ENGINEER, shall insall and maintain ternporary cold-mix bituminous
paving.
4. When hot-mix bituminous material becomes available, the CONTRACTOR
shall remove the ternporary cold-mix material, and re-compact the base
course material and install the permanent hot-mix bituminous surfacing.
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312116.03 9 TRENCHING, BEDDING AND BACK-
FILLING FOR WELDED-STEEL PIPE
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PART I
SECTION 312316.04
TRENCHING, BEDDING AI\D BACKFILLING FOR BITUMINOUS COATED
CEMENT.MORTAR LINED DUCTILE-IRON PIPE
GEIYERAL
GENERAL
A. Earthwork shall include all excavation, backfill, excess excavation, bedding and
pipe zone material, and surface restoration as indicated on the Drawings or in the
Specifications as required to complete the work. The CONTRACTOR shall fumish
all labor, materials, plant, tools, and equipment required to complete the earthwork.
B. Topsoil, as defined on the Drawings or directed by the ENGINEER, shall be
removed from the area of general disturbance and stockpiled. After installation of
all pipelines, appurtenances and structures and completion of all backfill and
compaction, the stockpiled topsoil shall be redistributed evenly over all disturbed
arezrs. Care shall be taken to conform to the original ground contour and final
grading shall be done as directed by the ENGINEER.
QUALITY STANDARDS:
A. American Society for Testing and Materials (ASTM)
l. ASTM D 422 - Method for Particle-Size Analysis of Soils2. ASTM D 698 - Test Methods for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-Ibflft3)3. ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-
Cone Method
4. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-lbflft')5. ASTM D 2487 - Classification of Soils for Engineering Purposes6. ASTM D 2922 - Test Methods of Density of Soil and Soil-Aggregate in
Place by Nuclear Methods (Shallow Depth)7. ASTM D 4253 Test Methods for Maximum lndex Density of Soils Using
a Vibratory Table
8. ASTM D 4254 - Test Methods for Minimum Index Density of Soils and
Calculation of Relative Density
9. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit and Plasticity
Index ofSoils
Colorado Department of Transportation Specifications for Road and Bridge
Construction
American Water Works Association (AWWA)C.
3123 16.04 I TRENCHING. BEDDINGAND
BACKFILLING FOR DUCTILE-IRON PIPE
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l. AWWA C600 - Installation of Ductile-kon Water Mains and Their
Appurtenances
2. AWWA Cl50-Thickness Desigr ofDuctile-hon Pipe.
SUBMITTAIS
A minimum of l0 days prior to the start of construction, the CONTRACTOR shalt
submit to the ENGINEER for approval, a sample of not less than 30 pounds of the
pipe bedding and pipe zone material that is proposed to be used. If more than one
source is to be used, a sample shall be submitted from each source. The source of
each sample shall be stated, and after approval ofthe pipe bedding and pipe zone
material, no change shall be made in the source of the material or gradation thereof
without written approval of the ENGINEER.
The testing of proposed pipe bedding and prpe zone material will be made by the
ENGINEER at no expense to the CONTRACTOR.
PART 2 - MATERIALS
BEDDING MATERIAL (Type 4 and 5 Trench)
A. The bedding and pipe zone material shall be clean, well-graded, free-draining sand
with no clay fines or squeegee sand and shall conform to the following limits when
tested byASTM D 422:
l. Well Graded Sand
Total
Percentaee Passing bv Weiqht
1g-2743
Sieve Size
3/8-inch
No. 4
No. 8
No. 16
No. 30
No. 50
No. 100
No.200
Squeegee Sand
Sieve Size
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70 - 100
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Percentase Passins by Weisht
TRENCHING. BEDDINGAND
BACKFILLING FOR DUCTILE-IRON PIPE
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Special Note: Although not a requirement, it may be necessary to provide
washed material in order to meet fully ttre specification. If washing is
necessary, it shall be at the CONTRACTOR's expense.
SPECIAL BEDDING FOR TRENCH FOUNDATION STABILZATION
A. Washed rock uniformly graded between l-inch and I l/2-inches
PART3 EXECTITION
3.I EXCAVATION
General
l. All excavation shall be made to the lines and grades shown on the Plans and
as established by the ENGINEER.
2. Stockpiling of the excavated matedal required for backfilling and grading
will be permitted on all available areas provided the place, the extent and the
height of stockpile is approved by the ENGINEER.
Trench Excavation
l. The hench shall be excavated to a minimum depth of six inches and a
maximum of eight inches below the bottom of the pipe.
2. The sides of the trench shall be excavated and maintained as nearly vertical
as practical and shall be in accordance with the Occupational Safety and
Health Administration (OSHA) regulations.
3- The hench v/idth at the bottom and at the top of the pipe shall be a
minimum of 24-inches plus the outside diameter of the pipe, and a
maximum of 36-inches plus the outside diameter ofthe pipe.
Trench Support
l. The trench shall be adequately supported and the safety ofworkers provided
for as required by OSllA.
2- Sheeting and shoring shall be utilized where required to prevent any
excessive widening or sloughing of the hench which may be detrimental to
human safety, to the pipe or appurtenances being installed, to existing
utilities, to existing structures, or to any other existing facility or item.
3 TRENCHING, BEDDING AND
BACKFILLING FOR DUCTILE-IRON PIPE
3t 23 16.04
Ilo-2743
Where excavations are made under severe water conditions, the
CONTRACTOR shall use sheet piling approved by the ENGINEER instead
of sheeting and shoring.
Excavated material and equipment shall not be placed closer than as
permitted by29 CFR 1926.651.
D.Pipe Connections
The excavafion shall be of such dimersions as to permit construction of the
necessary pipe connections.
Care shall be taken to insure that the excavation does not extend below
established lines and grades. Ifthe excavation extends below such lines, the
CONTRACTOR shall fill in the resulting excess excavation with material
suitable for compaction, or graded gravel, deposited in horizontal layers of
not more than 6-inches in thickness after being compacted. The material
shall be moistened as required to obtain the optimum required for
compaction. After each layer has been conditioned to have the optimum
moishue content, it shall be compacted by mechanical tarnpers or other
method as approved by the ENGINEER.
The CONTRACTOR may fill in the over-excavated area with concrete
provided it is approved by the ENGINEER.
E.Surplus Excavation
All surplus excavated material shall be removed from the jobsite by the
CONTRACTOR at the CONTRACTOR's expense.
Locations for the disposal of all surplus material shall be provided by the
CONTRACTOR. Written permission shall be obtained by the
CONTRACTOR and a copy of said permission shall be fumished to the
ENGINEER before disposal of any excess material. The OWNER
relinquishes all right and title to the surplus matffial.
3.2 FOUNDATION AND BEDDING
Dewatering
l. The CONTRACTOR shall provide and maintain at all times during
construction ample means and devices with which to promptly remove and
properly dispose of all water from any source whatsoever entering the trench
or structure excavation or olher parts of the work.
2. All pipe trenches shall be kept free of water during excavation, pipe lafng
and jointing. The method of dewatering shall maintain a free water surface
below the bedding material.
3. Dewatering shall be accomplished by the use of well points, sump pumps,
rock or gravel drains placed below subgrade foundations or subsurface pipe
TRENCHING, BEDDING AND
BACKFILLING FOR DUCTILE-IRON PIPE
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drains. Any dewatering method shall be subject to the approval of the
ENGINEER.
The CONTRACTOR shall dispose of the water in a suitable manner without
damage to adjacent property or without being a menace to public health or
without causing a public inconvenience or nuisance. The water shall not be
drained into work completed or under conshuction.
The dewatering operation shall continue until such time that it is safe to
allow ihe water table to rise in the excavations. Pipe trenches shall contain
sufficient backfill to prevent pipe flotation. Water shall not be allowed to
rise unequally against concrete walls for a period of 14 days following
placement of the concrete.
Special Foundation
Ifthe bottom ofthe excavation is soft or unsiable after dewatering, and, in
the opinion of the ENGINEER, cannot satisfactorily support the pipe or
structure, further depth and/or width shall be excavated. The over excavated
area shall be refilled to 6-inches below the bottom of the pipe or to the
underside of the structure with clean, washed rock uniformly graded
between l-inch and I l/2-inches to assure a firm foundation for the pipe or
structure.
No over excavation or refill of over excavated areas shall be rmderaken by
the CONTRACTOR without the written authorization of the ENGINEE&
which authorization shall specifically state the extent and distance (by
station) over which over excavation and refill may take place.
If the CONTRACTOR over excavates and refills over excavated areas
without the prior written authorization of the ENGINEER, it will be
conclusively presumed that this was done solely for the benefit of the
CONTRACTOR and the cost of such work shall be at the CONTRACTORS
expense.
J.J PIPE BEDDING AND PIPE ZONE
C.
The limir of bedding and pipe zone materials shall be from 6-inches below the
bottom of the pipe to Ginches above the top of the pipe. Approved backfill extends
from the top of the pipe zone to the ground line.
After completion of the trench excavation and proper preparation of the foundation,
6-inches ofbedding material shall be placed on the trench bottom for support ofthe
pip€-
Bell holes shall be dug to provide proper clearance between the pipe bell and the
bedding material to allow for inspection and finishing of the joint.
5 TRENCHING, BEDDING AND
BACKFILLING FOR DUCTILE-IRON PIPE
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3.4
D. All pipe shall be installd in zuch a rnanner as to insure full zupport of the pipe
barrel over its entire length.
E. Compaction of bedding is not required. The only requirement is sufficient tamping
to achieve uniform support under the pipe.
F. After the plpe is adjustd for line and grade and the joint is made up, the remainder
of the material in the pipe zone slnll be placed to the limits as shown on the
Drawings.
G. Material in the pipe zone shall be placed in equal lifts not exceeding 6-inches in
thickness before compaction. The lifu shall be to approximately the same elevation
on both sides ofthe pipe to prevent unequal loading aqd displacement ofthe pipe.
G. All pipe zone material shall be compacted by mechanical tamping, jetting and
vibrating to obtain 70 percent relative density as detennined by ASTM Designations
D 4253 arlrdD 4254. Special precautions shall be taken to prevent flotation of the
prpe.
H. The bedding and plpe zone material shall be installed so that the total pipe
deflection in any direction shell not exceed the allowable deflections shown in
SECTION 33 Il 02 - DUCTILE-IRON PIPE AI.ID FITTINGS. If the allowable
deflection is exceeded at any time, the CONTRACTOR shall expose and re-round
th" ptpe, repair all damaged lining and coating and reinstall bedding, pipe zone
material and bacldll as specified" at no additional expense to the OWNER.
BACKML AND COMPACTION
A. When suitable select material is available from the excavation, as determhed by the
ENGINEER" the ENGINEER may permit the material to be used for pipe backfill
for a Type 3 Trench condition The excavated hench material shall have a P-200
less than or equal to l0% to be considered for use.
B. We! soft or frozen material, asphalt chunks, uasll tree limbs and/or other
deleterious zubstances shall not be pemitted in the backfill material. Unzuitable
excavated material shall be hauled away and disposed of at the CONTRACTORS
expense and suitable material shall be hauled in from other parts of the project at the
CONTRACTOtrIJs expense-
C. Backfilling shall be conducted at all times in a manner to prevent damage to the pipe
or structure. Rocks or stones larger than 3-inches in maximum dimension shall not
be placed closer to the pipe or sbnrcture than 6-inches.
TRENCHING, BEDDING AND
BACKIILLING FOR DUCTILE-IRON PIPE
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No heavy equipment of any nature shall be permitted to cross the pipeline before the
backfilling has been completed in accordance with these Specifications.
Tamping Equipment shall be subject to the approval of the ENGINEER, and no
large rollers or tractor-drawn equipment shall be used without prior approval of the
ENGINEER.
All backfill shall be carefully placed and spread in uniform layers so that all voids
will be filled.
G. The thickness of each horizontal layer after compaction shall not be more than
6-inches. The placing of the layers shall be such that throughout the required
section the material will be homogeneous, free from lenses, pockets, streaks,
laminations, moisture variations or other imperfections.
H. The trench shall be backfilled to the limits shown on the Drawings or as requked by
the excavation. All backfill material shall be compacted by vibrating, tamping or
any combination thereof, to obtain 70 percent relative density as determined by
ASTM Designations D 4253 and D 4254 or to 95 percent of maximum density as
determined by ASTM Designation D 698.
L Prior to and during compaction, the backfill material shall have a moisture content
within two percent, plus or minus, of optimum moisturg as determined by ASTM D
698. If the moisture content is not within these limits, the CONTRACTOR shall
take whatever steps are necessary to bring the moisfure content to within two
percent of optimum.
PROGRESS OFWORK
The maximum amount of open trench allowed ahead of pipe laying operations shall
be that amount which, in the opinion of the ENGINEER, is reasonable and prudent
for conditions existing at any particular location. That amount may be as little as 60
feet at some locations. It is not the intention of this Specification to impede the
CONTRACTOR's progress; however, the ENGINEER will determine the amount of
open trench allowed.
The complete backfilling operation to the finished grade, including cleanup
operations, shall be pros€cuted on a continuous daily basis and shall follow within
150 feet of pipe installation.
At the end of each day, pipe zone material and pipe backfill shall cover the installed
pipe sufficiently to protect the coating and lining ofthe installed pipe and to prevent
flotation of the pipe.
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D. Any deviation from the above requirements shall be made only with the written
approval of the ENGINEER
CLEANLIP
A. Upon completion of the work, the CONTRACTOR shall remove from the jobsite
all rubbish, unused materials, concrete forms and similar material.
B. At all times during conshuction, the CONTRACTOR shall maintain the site,
partially finished stuchres, material stockpiles and other like areas in a reasonable
state oforder and cleanliness.
C. In the event the CONTRACTOR fails to perform this work, it may be performed by
the owNER at the expense of the coNTRACTOR.
D. Cleanup of the interior of the pipe shall be in accordance with SECTION 02513 -
DUCTILE-IRON PIPE AND FTMINGS.
SURFACE RESTORATION
C.
The CONTRACTOR shall assume full responsibility for the consequences of
excavation and street cuts and shall comply with all requirements of sheet-cut or
right-of-way permits.
The replacement of all excavated base course, permanent paving and damaged curb
and gutter shall be done in accordance with the Specifications and requirements
contained in the permits and applicable provisions of these specifications.
All damaged driveways shall be replaced in like kind by the CONTRACTOR to an
equal to, or better than, condition satisfactory to the OWNER thereof.
All cuts necessary for the replacement of darnaged pavernent or curbs and gutters
shall be done with a concrete saw.
All drainage and ditch facilities shall be maintained in operating condition at all
times during construction.
Unsurfaced Areas
l.The general grade and condition ofall unsurfaced areas shall be restored as
nearly as practicable to the grade and condition immediately prior to
construction or as shown on the Drawings.
Topsoil shall be removed, saved and replaced in cultivated and agricultural
areas, and any excess earth shall be removed from the right-of-way at no
addition expense to the OWNER.
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3. All grassed areas shall be re-sodded or seeded, and the CONTRACTOR
shall be responsible for caring for such until its growth is established.
Surfaced Areas
Roadway surface cuts shall be saw cut vertical and in a straight line.
All roadway surfacing between the surface cuts shall be removed and
replaced with base course material and/or hot-mix bituminous pavement
(IIBP) or concrete surfacing.
If the surface cut is within two feet of the cwb and gutter, the existing
asphalt from the surface cut to the pan line shall be rernoved and replaced.
In the event that the trench must be paved before hot-mix bituminous
material can be acquired, the CONTRACTO& at the discretion of the
ENGINEER, shall install and maintain temporary cold-mix bituminous
paving.
When HBP material becomes available, the CONTRACTOR shall remove
the temporary cold-mix material, and re-compact the base course material
and install the permanent HBP surfacing,
After the surfacing of HBP has been placed between the surface cuts, the
entire lane width shall be have an IIBP overlay placed in accordance with
the permit.
END OF SECTION
TRENCHING, BEDDINGAND
BACKI'ILLING FOR DUCTILE-IRON PIPE
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sEcrroN 31 23 18
BLASTING
PART 1 GEITERAL
SCOPE OF WORK
A. The CONTRACTOR shall perform blasting where needed, in accordance with the
requirements of this specification.
SUBMITTAIS
A. .Two-part conceptual blasting plan. Prior to bringing any explosives or blasting
agents on the job site and to starting any blasting, the CONTRACTOR shall
submit, for approval, a two-part conceptual blasting plan as follows:
l. Part I - Part I of the conceptual plan shall include a complete summary of
proposed transportation, handling, storage, and use of explosives, and
shall include the names of persormel who will supervise blasting
operations, written evidence ofpast experience and competency.
2. Part2 - Part 2 of the conceptual plan shall include:
a. The proposed general concept for the blasting, including individual
blasthole and delay pattems and loading diagrams to cover each
type of shot anticipated.
b. Material safety data sheets. The CONTRACTOR shall submit
completed MSDS (Material Safety Data Sheet), for explosives and
other material used for blasting, in accordance with paragraph
1.5.3.
B. lndividual Shot plans.
l. Individual shot plans shall be submitted on a day-to-day basis for
approval. Individual shot plans shall include drilling pattems; number,
spacing, Iocation, inclination, diameter, and depth of drill holes; amount,
type, diameter, and distribution of explosive per hole; pounds of
explosives per lineal foot for controlled perimeter holes; powder factor;
delay pattems, type of initiators, time of each delay, and pounds of
explosive for each delay_
2. Approval of the blasting plans, of all blasting operations, and of blasting
products by the ENGINEER" and compliance by the CONTRACTOR with
provisions for protection of life and property shall not relieve the
CONTRACTOR of the CONTRACTOR's responsibility or liability for
the safety ofpersons and property.
31 23 18 BLASTING
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1.3 QUALITY ASSURANCE
A. The transportation, handling, storage, and use of explosives shall be subject to
provisions of Subpad U, "Blasting and Use of Explosives ," of 29 CFR Part 1926
and Section 109, "Explosives and Blasting Agents," of 29 CFR Part 1910, and
regulations of Department of Treasury contained in 27 CFR Part 55 "Commerce
in Explosives". In case of Conflicts, the more stringent will prevail.
B. The transportation, handling, storage, and use of dynamite and other explosives,
including blasting agents, shall be directed and supervised by persons ofproven
experience and competency in blasting and use of explosives. Written evidence
of the blasting zupervisors past experience shall be furnished the Contracting
Officer's representative.
C. A blaster shall be qualified, by reason of haining, knowledge, or experience, in
the field of hansporting, storing, handling, and use of explosives, and have a
working knowledge of State and local laws and regulations which pertain to
explosives.
DELIVERY, STORAGE AND HANDLING
A. Explosives shall be removed from original containers only as needed for
immediate use. Empty containers and packing shall be disposed of in accordance
with the manufacturer's recommendations.
The transportation of explosives by air, water, or on public highways shall comply
with the provisions of Department of Transportation Regulations contained in 46
CFR Parts 146-149, Water Carriers; 49 CFR Subchapter B - Hazardous Matedals
Transportation and Pipeline Safety, Parts l7l-177; 49 CFR Parts 190-195,
Pipeline Safety, and 49 CFR Parts 390-397, Motor Carriers.
Explosives and related materials shall be stored in approved magazines, and in
accordance with the applicable provisions of the Bureau of Alcohol, Tobacco, and
Firearms as set fodh in 27 CFR Pad 55, "Commerce in Explosives." Magazines
shall be bulletproof, rodent resistant, weather-resistant, ventilated, and constructed
to the standards of the Bureau of Alcohol. Tobacco. and Firearms. of the Institute
of Makers of Explosives.
MATERIALS - NOT USED
EXECUTION
3.1 GENERAL
The CONTRACTOR shall erect proper warning signs of adequate number and
size, stating that blasting operations are taking place in the area, and such sigrrs
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PART 2
PART 3
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B.
C.
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3.3
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shall be clearly visible to all haffic entering the area. The CONTRACTOR shall
establish a reliable audible blast-waming system, and use watchmen to ensure that
all personnel in the area are properly wamed and kept at a safe distance from the
impending blast.
B. All blasting shall be carefully performed and any damage to the work,
environment, and adjacent property shall be repaired by and at the expense ofthe
CONTRACTOR. The CONTRACTOR shall make every effort to prevent fly
rock damage to structures and individuals and is responsible for ensuring that fly
rock is not a problem as well as for any darnage resulting from fly rock. Where
necessary, as determined by the Contracting Officer, blasting mats shall be used
to protect adjacent property and installations.
C. All necessary precautions shall be taken to preserve the material below and
beyond the established lines of all excavation in the soundest possible condition.
Material beyond the required lines which is shattered or loosened by the
CONTRACTOR's operations shall be removed by and at the expense of the
CONTRACTOR.
PRE-BLAST SURVEY
A. The CONTRACTOR shall perform a pre-blast survey to identify and document
the existing condition of structures such as homes and other facilities such as
ground water wells, buried pipelines and cables.
B. The survey shall encompass an area within a minimum 1,500-foot radius of the
site unless conditions, facilities or features warrant a greater distance.
BLASTING PROCEDURES
Drilling for individual blasts shall not be performed until the ENGINEER has
reviewed and accepted the CONTRACTOR's blasting plan. Test blasts are
required to determine affects on surrounding properties. The test blasts shall be
performed and monitored by the CONTRACTOR.
Controlled blasting techniques shall be used for all perimeter surfaces when
blasting to final grades or lines. "Presplitting," or other controlled blasting
techniques as reviewed and accepted by the ENGINEER shall be employed.
The "presplitting" technique involves the use of a single row of lightly loaded
perimeter holes generally spaced at about 24 inches apart along the final
excavation lines that are fired before any adjoining main excavation area is
blasted. The presplitting may be accomplished during the primary blast can
break, thus resulting in smoolh rock surfaces with a minimum amount of
overbreak or tights.
3123 18 BLASTING
D. For all controlled blasts, the technique, perimeter hole spacing, and loading
density may vary depending on rock type and discontinuities. Actual techniques,
loading densifies, and spacing are subject to the review and acceptance of the
ENGINEER. The ENGINEER may require a change in the controlled blasting
technique, perimeter hole spacing, and/or loading density ifunsatisfactory results
are obtained.
E. Perimeter blastholes shall follow the lines of the final excavation and shall not
deviate more than 6 inches from their designed location in any direction along the .
length ofthe hole. Depths ofblastholes shall be reduced ifnecessary to conform
to this requirement.
3.4 LOADING EXPLOSIVES AND BLASTING AGENTS
A. Planning
l. Excavation shall be planned and scheduled in order that drilling and
loading operations will not conflict.
B. Boreholes
1. Boreholes shall be large enough to permit loading of cartridges and
explosives without forcing.
2.. Priming, loading, tamping, and firing shall be carried on as promptly as
possible with a minirnum of exposure to personnel.
C. Tamping
1. Tamping shall be done only with wooden or plastic tamping poles without
exposed metal parts.
2. Nonsparking metal cormectors may be used on jointed poles.
3. Cartridges shall be seated by even, steady pressure, and primers shall not
be tamped.
D. Priming
l. The manufacturer's recommendations shall be followed in priming
cartridges.
2. Primers shall be made up only at the loading area, and in quantities limited
to the number required for a single round of blasting.
E. Stemming
l. All blast holes in open work shall be stemmed with noncombustible
material to the collar or to a point, which will confine the charge.
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3123 l8 BLASTING
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F.Blasting Mats
Where blasting may expose persons or property to injury or damage from
flying material, blasting mats shall be used to cover the charges.
When used, care shall be used to protect the blasting circuits, and the
circuits shall not be permitted to contact steel mats.
G.Loading and Shooting
Loaded holes shall not be left unattended or unprotected.
If possible, all holes loaded during a shift shall be fired on the same shift.
In the event it is necessary to delay firing due to an emergency, the area
shall be isolated and watchmen posted to prevent entry to the area.
WIRING OPERATIONS
A. Firing Devices
1. All blasts shall be fired non-elechically in accordance with manufactruer's
recommendations.
2. Only non-electrical systems may be used.
FIRING
Preparation
1. Prior to corurecting the firing line to the detonator, all personnel in the
danger area shall be notified ofthe blast and removed to a safe area.
2. Satisfactory arrangements shall be made for evacuating the danger area
and ensuring that no one enters the area prior to the blast.
Responsibility
1- The blaster shall be in charge of the detonator, and he shall cormect the
firing line to the detonator.
2. All connections shall be made from the cap circuit back to the firing
device, and the firing line shall remain shorted until connected to the firing
device immediately prior to firing.
Blasting Signal
1. The following blasting signal shall be sounded on a clearly audible
whistle, hom, or siren before each blast:
2. Unless otherwise reviewed and accepted by the ENGINEER these
warning signals shall be as follows:
B.
C.
3.5
3.6
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2.
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2.
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31 23 18 BLASTING
L Blasting waming: a l-minute series of long blasts 5 minutes prior
to the blast signal.
b. Blast sigral: A series of short blasts following inspecfion of the
blast area.
c; All clear: A prolonged blast following inspection of the blast area.
3. Posting Blasting Signals
a. Blasting signals shall be posted at all access points, and prior to
each shot, competent flagmen shall be posted at all access points to
the danger area
MISFIRES
Requirement
If a misfire is suspected or found, all personnel except lhe blaster and
employees necessary to handle the misfire shall be kept out of the danger
area.
No work shall be done in the danger area exce,pt that necessary to remove
the hazard of the misfire.
B.Refiring
If broken wires or faulty cormections are determined as the cause, repairs
shall be made the firing line reconnected, and an attempt make to fire the
charge.
Prior to removing explosives from a borehole an attempt shall be made to
fire the charge. Any stemming shall be floated out with water or air.
C.Removal of Explosives
This procedure shall be the last resort and performed only when refiring
has failed or when refuing would present a hazard.
Explosives may be removed by washing out with water or if the misfire is
under water, blown out with air.
3.8 INSPECTION FOLLOWING A BLAST
All Blasts
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2.
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2.
3.7
Prior to the all-clear signal, a thorough inspection shall be
blaster to determine if all charges have been fired.
Wires shall be carefully checked and a search made for
charges.
made by the
unexploded
3123 18 BLASTING
A.
B.
c.
D.
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B. All-Clear Signal
L The all-clear signal shall be sounded only after the inspection ofthe area
has been satisfactorily completed.
DAMAGE AND VIBRATION CONTROL
All blasting shall be carefully perfonned, and any damage to the work,
environment, and adjacent property shall be repaired by and at the expense ofthe
CONTRACTOR.
All necessary precautions shall be taken to preserve the material below and
beyond the established lines ofall excavation in the soundest possible condition.
The ENGINBER will inspect an excavation following the blast and cleanup to
determine acceptability. Material beyond the required lines which is shattered or
loosened by the CONTRACTOR's operations shall be removed and replaced with
material specified by the ENGINEER, by and at the expense of the
CONTRACTOR. The CONTRACTOR shall also immediately adjust its
procedures to prevent any further overbreak.
The CONTRACTOR shall make every effort to prevent flyrock damage to
structures and individuals and shall be responsible for ensuring that flyrock is not
a problem as well as for any damage resulting from fl1'rock. Whele necessary, as
determined by the ENGINEER, blasting mats shall be used to protect adjacent
property and installations.
For every blast, vibrations shall be monitored by the CONTRACTOR with a
sufficient number of calibrated seismographs containing internal calibration and
triaxial orthogonal transducers with a flat frequency response from 2 to 200hefiz,.
Records of seismograph characteristics and factory calibration shall be provided
to the ENGINEER prior to drilling for blasting. The seismograph recording or
seismogram shall be a real-time, permanent record of the vibration measurements
in terms of particle velocity. The transducers shall be placed in designated
locations or structures, or both, as directed by the ENGINEER. The lransducers
shall be securely faslened to the ground surface or structure being monitored by
use ofstakes, epoxy, or bolting where blast accelerations are expected to exceed
0.3 gravitational constant as determined from the equation a:(v)(f)i61.5, where a
is the acceleration in gravitational constants, v is the velocity in inches per
second, and f is the predominant frequency of the blast determined from the direct
readout record of ground vibrations in cycles per second.
For every blast, airblast levels shall be monitored by CONTRACTOR using an
approved calibrated airblast charurel on a blasting seismograph with a flat
frequency response from 2 to 200 hertz. Records of instrument characteristics
and factory calibration shall be provided to the ENGINEER prior to drilling for
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blasting. The airblast recording shall be a real-time, permanent record of the
airblast measurements in terms of decibels. A sound-level calibrator or
pistonphone which has been checked annually to a source traceable to the
National Bureau of Standards shall be used to verify dynamic calibration before
each use. The microphones shall be tripod mounted at a location at least 3 feet
above the grormd when in their monitoring positions. The number of locations
shall be adequate to monitor airblast levels and impacts on surrounding skuctures
and facilities.
The peak airblast levels measured adjacent sfructures shall not exceed 133
decibels utilizing instruments with a flat frequency response from 2 to 200 hertz.
Table 4A - Maximum Vibration Permitted
Structure
Type
Vibration
Frequencies
Cycles/S
Maximum
Vibration
Permitted
In/S
Relatively new
residential with
wallboard walls
Below 40
Above 40
o.75
2.0
Older residential
with plaster walls
Below 40
Above 40
0.5
2.O
Industrial (more
substantial than
residential)2.0
END OF SECTION
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3123 18 BLASTING
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Q2-23{,4
PART I GEIYERAL
1.1 WORK INCLIJDED
A.
PART 2
PART 3
3.1 GROIINDWATER
G.
sEcTroN 3t 2319
DEWATERING
The CONTRACTOR shall furnish all labor, tools, and equipment and perform all
work and services necessary for dewatering.
PRODUCTS - NOT USED
EXECUTION
B.
Regardless whether or not borings and test pits have been taken, when ground
water is encountered in the construction or excavation, the CONTRACTOR shall
provide for dewatering as required to provide for stability and firilless of the
foundation subgrade.
It is up to the CONTRACTOR to determine and satisfu for himself the amount,
and extent, of any groundwater that may affect his operations, site safety and
construction activities.
The water table shall be lowered prior to excavation to an elevation sufficiently
below the proposed foundations to permit all construction operations to be
performed dry.
Dewatering shall be accomplished in a marmer that will preclude loss of fine
material from the foundation soil.
The lowered water level shall be maintained until such time as the work is
sufficiently advanced to secure damage from wetting or buoyancy.
In areas where structural backfill or compacted embankment is required, the
excavation shall be free of water prior to start of backfill.
Any charmels, flumes, drains, sumps, wells, walkway systems and other
temporary diversion and protective works necessary for dewatering shall be
constructed and maintained by the CONTRACTOR. After having served their
purpose, all temporary drainage diversion structures, sumps wells and channels
shall be removed, leveled or filled to the final grades shown on the Drawings and
in a manner approved by the ENGINEER.
C.
D.
E.
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3.2
a-234
3.2 SURFACEWATER
A. The CONTRACTOR shall conshucl grade and maintain temporary channels,
swales or ditches to divert surface water around the open excavation to prevent
excavation slope degradation and excavation flooding and siltation. This is
particularly important on water storage tank projects.
DISCHARGE PERMITS:
A. It shall be the CONTRACTOR's responsibility to apply for and securing any and
all discharge permits with the appropriate agencies.
END OF SECTION I
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3123 19 DEWATERING
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SECTTON 312323.33
CONTROLLED LOW STRENGTH MATERIAL (CLSM)
GLOW F'ILL) UTILITY TRENCH BACKFILL
I PARTI GENERALIII.I GENERAL
t A. The CONTRACTOR shall fumish and place controlled low strength material
(CLSM) backfill bedding where shown in the Drawings.II B. The pipeline hench shall be excavated to the proper lines, grades and dimensions
and CLSM backfill placed under, along the sides and on top ofthe pipe.
r C. Unless otherwise shown in the Drawings, a minimum of one foot of CLSM back-
fill shall be placed over the crown ofthe pipe.
I- 1.2 QUALTTY STANDARDS
I
I A. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
t l- ASTM C 33 - Concrete Aggregates
t 2. ASTM C 94 - Specification for Ready-Mixed Concrete3. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete
t 4. ASTM C 150 - Portland Cement
I 5. ASTM C 494 - Chemical Admixtures for Concrete
6. ASTM C 618 - FlyAsh in Portland Cement Concrete
I 7. ASTM D 4832 - Standard Test Method for Preparation and Testing of
t Soil-Cement SlurryTest Cylinders8. ASTM PS 28 - Provisional Standard Test Method for Flow Consistency of
I Controlled Low Strength MaterialI 9. ASTM PS 29 - Provisional Standard Test Method for Unit Weight, Yield
and Air Content (Gravimetric) of Controlled Low Strength Material10. ASTM PS 30 - Provisional Standard Practice for Sampling Freshly Mixedf Controlled Low Strength Material
11. ASTM PS 3l - Provisional Standard Test Method for Ball Drop on Con-
I trolled Low Strength Material to Determine Suitability for Load Applica-
tion
I 1.3 suBMrrrALSI
a A. A minimum of four weeks prior to starting CLSM work, CLSM shall be submit-
I ted for review and approval.
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| 31 23 23.33 I CLSM (FLOW FILL) TRENCH BACKFILL
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2.2
2.3
t0-2743
B. No changes shall be made in the amounts or sources of the approved mix ingredi-
ents without the approval of the ENGINEER.
C. Product inspection and field-testing of the approved mix may be made by, or on-
behalf of, the OWNER.
PART 2.MATERIALS
Z.I GENERAL
A. The CLSM bedding shall consist of a mixture of sand, coarse aggregate, cem€Nlt
and water. Fly ash and approved admixtures may be used to obtain the required
properties of the mix. The mix shall have good workability and flowability with
self-compacting and selfJeveling characteristics.
B. The CLSM shall have minimum cement content of 50 pounds per cubic yard. The
water-cementiuous materials ratio of the mix shall not exceed 3.5:l
CEMENT
A. All cement used shall be Type tr Portland cement which shall conform to the re-
quirements of ASTM C 150.
FLYASH
A. Fly ash may be either Class C or Class F.
B. The fly ash shall conform to ASTM C 618.
AGGREGATES
A. Fine Aggregate
L All frne aggregate shall conform to the grading and quality requirements of
ASTM C 33.
B. Coarse Aggregate
l Coarse aggregate shall conform to the grading and quality requirements of
ASTM C 33 for size No. 476. No. 57 or No. 67.
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2.4
3t 23 23.33 2 CLSM (FLOWFTLL)TRENCHBACKFnL
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I ., 2.5 WATER
I A. The batch mixing water and mixer washout water shall conform to the require-
I ments of ASTMC94.
I 2.6 ADMXTURES
I
A. Chemical admixtures that do not contain calcium chloride and conform to ASTM
C 494 for concrete maybe used in the CLSM mix.t
, B. All chemical admixtures shall be compatible with the cement and all other admix-
t tures in the batch.I
2.7 CLSM PROPORTIONS
I A. Strenethr I trX#1ffi:,*r#:#""T11il"#';Til:ff:l*nl'lil#l
as in conformance with ASTM D 4832.
!B. Air-Entrainment
l. All CLSM shall be air entained to a total air content of approximately 5To.
C. Slump
l. The minimum slump shall be six inches and the maximum slump shall be
eight inches as when tested in accordance with ASTM PS 28.
D. Aggregate
1. Fine aggregate shall be between 50%o and 60% by volume of the total ag-
gregates in the CLSM mix.
E. Consistency
l. The consistency of the CLSM slurry shall be such that the material flows
easily into all openings between the pipe and the lower portion of lhe
trench.
2. When trenches are on a steep slope, a stiffer mix of slurry may be required
to prevent CSLM from flowing down the trench.3. When a stiffer mix is used, vibration shall be performed to ensure that the
CLSM slurry completely fills all spaces between the pipe and the lower
portion of the trench.
I 31 23 23.33
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3 CLSM(FLOWFTLL)TRENCHBACKFTLL
It0-27 43
PART3 EXECT]TION
3.1 PI-A.CEMENT
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B.
C.
D.
F.
G.
Pipe shall be placed on two sandbags and leveled to the proper grade. precast or
other types of rigid pads that constifute a point load are unacceptable.
CLSM shall be placed under the pipe from one side so that it flows under the pipe
until it appears on the other side. GLSM shall then be added to both sides of the
pipe until it completely fills the space between the pipe and the sides of the toench,
to the depths shown in the Drawings. Rodding, mechanical vibration and com-
paction of CLSM shall be performed to assist in consolidating the CLSM.
CLSM shall be placed as closely behind pipe laying operations as possible.
when required to prevent uplift, the CLSM shall be placed in two stages as re-
quired, allowing sufficient time for the initial set of the first stage before the re-
mainder is placed. cLsM shall be deposited as nearly as practical in its final po-
sition and in no way disturb the pipe trench or cause foreign material to become
mixed with the CLSM.
Soil backfill shall not be placed until the CLSM has reached the initial set. If
backfill is not to be placed over the CLSM within 8 hours, a 6-inch cover of moist
earth shall be placed over the CLSM surface.
If the air temperature is 50o F or less, the moist earth cover should be at least lg-
inches thick. CLSM shall not be placed unless the air temperature is 45" F or
more and the temperature is rising.
CLSM shall not be placed, if, in the judgment of the ENGINEER, weather condi-
tions are unsuitable.
GLSM shall not be placed when the trench bottom or walls are frozen or contain
frozen materials.
END OFSECTION
31 23 23.33 4 CLSM (FLOW FILL) TRENCH BACKFILL
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r , sEcrIoN 31 25 00
I
EROSION AND SEDIMENTATION CONTROL
I
PARTI GENER{L
r l.ol DESCRJPTION
I A. Work Included: Excavation, grading, and installation of riprap, filter material, jute nettin& strawt bah sediment baniers, and all necessary apPurtenances.
I B. Retated work:
l. Site clearing: Section 02 40 00
I 2. Earthwork: Section 31 23 00
I 3. Storm Drainage: Section 02630
I r.o2 suBMrrrAls
. A. Test Reports: Ifrequested, firmish copies oftests from certified and acceptable testing laboratory
I ' ,. Gradation and Soundness ofRiprap.
t
2. Gradation of Filter Material.
PART2 PRODUCTS
t 2.or RTPRAP
,- Hard, dense, sound, angular rough fractured stone meeting AASHTO T 85. Excavated shot rock may be
t used if agreed to by the Owner's representative and the Engineer. Neither breadth nor thickness ofsingle
- stone to be less than one-third its length,
! Nominal Size Min' Volume f;J.tu*
12" 0.5 CF 75 lbs.
l E" 1.8 CF 250 lbs.f 24" 4 cF 6oo lbs.
f Size of stone and total thickness of riprap as shown on drawings. Stone well graded so voids can be filled,
I and at least 50% ofmass equal to or larger than size called for on drawings.
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I 31 25 00 I Erosion and Sedimentation Control
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FILTERMATERJAL
Aggegate Filter: Conform to following gradation:
-il
FILTER FABRIC
Manufactured especially for stability of erosion control construction. Made from polyethylene and
polypropylene yarns, in accordance with following:
Sieve Size
314"
No.4
No.200
Weight
Thickness
Grab Strength
Elongation Break
Burst Strenglh
Trapezoid Tear Strength
Water Permeability
Water Flow Rate
EquivalentOpening Size
Percentage by Weight Passing
Square Mesh Sieves
100
20-90
0-20
0-3
4.0 ozlyd ASTM D1910
15 mils ASTM D1777
130lbs. ASTMDI682
62% ASTM DI682
125 psi ASTM D7742
701b. ASTM 2263
0.02 cm/se CFMC
4.80 gaVmin/ft CFMC
70-100 U.S. Sieve ASTM D422
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EROSION CONTROL BLAI\IKf,TS AND TURF REINFORCEMENT MATS
A. Site Preparation
Grade and compact area of installation and r:move all rocks, clods, vegetation or other
obstructions so that the inslalled blanket/mal will have direct contact with soil surface.
Prepare seedbed by loosening 2-3 in(50-75n m) oftopsoil above final grade.
. Incorporate fertilizer into soil.. Do not mulch areas where mat is to be place I
Seeding
. Apply seed to the soil surface before installi rg blanket/mat, or after installation (TRM
only) for enhanced performance (preferable)
- When seeding prior to installation, all check slots and other areas disturbed must also be
reseeded.. When using a TRM and soil fitling, seed TRM and entire disturbed area after insallation,
prior to filling mat with soil.
Installation on Banks and SloPes
r Extended blankeVmat 2-3 ft (600-900mm) over crest of slope and excavate a l2x6 in
(300x1 50mm) terminal anchor trench.. Anchor blanket/mat in trench on I ft (300mm) spacings, backfill and compact soil.
. Unroll blankeVmat down slope with small netting on bottom, Iarge netting on top.
31 25 00 Erosion and Sedimentation Control
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Overlap adjacent rolls at teast 3 in (75mm), and anchor every l8 in (450mm) minimum
across the overlap. The higher elevation blanket/rnat should be placed over the lower
blanket/mat.
Overlap blanket/mat edges approximately 2 in (50mrn) and staple according to anchor
pattemguide. Make sure that edge overlaps are shingled away from prevailing winds.
Lay blanket/mat loose to maintain direct contact with soil. (Do not pull blanket/mat taut.
This may allow bridging of soil surface.)
Secure blanket/mat to ground surface using U-shaped wire staples (prefened) or
geotextile pins
Refer to manufacfurer's recommendation for appropriate number and pattem of anchors
Place outer edge ofblankeVmat in previously excavated longitudinal slots, anchor using
prescribed staple pattern, backfill and compact soil.
Anchor, backfill and compact upstream end of blankeVmat in a l2x6 in (300x150mm)
terminal trench.
Secure blankeVmat to ground surface using U-shaped wire staples(preferred) or geotextile
pins.
When using a TRM, seed and fill with soil for enhanced performance
When using a TRM with a geotextile attached. Always seed after installing mat, then fill
with soil
Installation in Storrn Water Channels
r Excavate an initial anchor trench 12 in (300mm) deep and 6 in (150mm) wide across the channel
at the lower end ofthe project area-. Construct check slots along the channel in the following manner: Excavate intermittent
check slots 6 in (l50mm) deep and 6 in (150mm) wide across the channel at 30 ft (9.1m)
intervals.. Cut longitudinal channel anchor slots 4 in (l00mm) deep and 4 in ( l00mm) wide along
both sides ofthe installation to bury edges ofblanket/mat. Whenever possible extend mat
2-3 ft (600-900 mm) above crest ofchannel side slopes.
. Beginning at the center ifdownslream end ofthe channel, place the end ofthe first roll in
the anchor trench and secure with fastening devices at I ft (300mm) intervals. Note:
blanket/mat will initially be upside down in anchor trench; smaller netting on top.
. In same manner, position adjacent rolls in anchor trench. Overlapping the preceding roll
minimum of 3 in (75mm).
' Again, staple at I ft (300mm) intervals, backfill and compact soil.
. Unroll blanket/rnat over the compacted trench with smaller netting on bottom, large
netting on top. Stop at next check slot or terminal anchor trench'
. Unroll adjacent rolls upstream in order to maintain a minimum 3 in (75mm) overlap.
Anchor every l8 in (450mm) minimum across the overlap.
. Fold and secure blankeVmal rolls snugly into intermittent check slots. Lay blankeVmat in
the bottom and fold back against itself. Anchor through both layers of blanket or mat at I
ft(300mm) intervals then backfill and compact soil- Continue rolling upstream over the
compacted slot to the next check slot of terminal anchor trench.
. Overlap roll ends a minimum of I ft (300mm) with upstream blanket/mat on top' Begin
all new rolls in a check slot. Anchor overlapped area by placing two rows ofanchors, I ft
(300mm) apart on I ft (300mm) intervals'
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31 25 00 Erosion and Sedimentation Control
E.Soil Filling
. If specified, soil filling is recommended for optimum performance.
. After seeding, spread and lightly rake % - % in (12-l9mm) of fine topsoil into the TRM
and completely fill the voids. Use backside of rake or other flat tool.
. If equipment must operate on the TRM, make sure it is of the rubber-tired type. No
tracked equipment or sharp turns are allowed on the mat.
' Avoid any fiaffic over TRM if loose or wet soil conditions exist.
. Use shovels, rakes or brooms for fine grading and finishing.
. Smooth soils fill in order to just expose the top netting of mahix. Do not place excessive
soil above the mat.. Broadcast additional seed and mulch above the soil-filled TRM.
. Water as necessary to enhance growth.
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. Consult manufacturer's technical representative or local distributor for installation
assistance. Particularly if unique conditions apply (i.e. fine sandy soils, infertile I
environment) " -"'-r--
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2.05 SILT FENCE
A. Silt Fence Fabric: The fabric shall meet the following specifications:
Minimum Acceptable Value
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Fabric Properties
Grab Tensile Shength (lbs)
Elongation at Failure (%)
Mullen Burst Strength (PSI)
Puncture Strength (lbs)
Slurry FIow Rate (gaVmin/sf)
Equivalent Opening Size
Ulnaviolet Radiation Stability %
90
50
190
40
0.3
40-80
90
Test Method
ASTM DI682
ASTM DI682
ASTM D3786
ASTM D75l (modified)
US Std Sieve CW-02215
ASTM.G-26
B. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long Wood posts
will be of sound quality hardwood with a minimum cross sectional area of 3.0 square inches.
Steel posts will be standard T and U section weighing not less than 1.00 pound per linear foot'
C. Wire Fence (for fabricated units): Wire fencing shall be a minimum l4-l/4 gage with a maximum
6" mesh opening, or as aPProved.
D. Prefabricated Units: Envirofence or approved equal may be used in lieu of the above method
providing the unit is installed per manufacturer's instructions.
PART 3 EXECUTION
3.OI FILTER FABRIC
Place fabric over shaped surface loosely where, when large stones are placed, they will not cause stretching
of fabric beyond elastic limits. Overlap joining sections 2' at edges. Secure overlapped edges to subgade
with cinch pins. If riprap is dropped, place aggregate bedding 2" thick over fabric. Place riprap in a
manner that fabric will not be damaged by stretching, punching, or ripping'
3.02 RIPRAP
Erosion and Sedimentation Control ERWSD lntermountain WST 02370-4
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A. Reasonably well-graded from smallest to maximum size specified. Stones smaller than l0% of
smallest size not permitted. Control gradation of riprap by visual inspection to assure thickness of
riprap conforms with drawings.
B. Hand Placed: Rectangular to facilitate butt placement. Fill openings with loose, well-gaded road
aggregate base material.
3.03 FILTER MATERIAL
Wet subgrade, reasonably shape, and compact prior to placing filter material. Filter material may be
backdragged with loader bucket to a reasonably smooth surface for placement to lines and grades ofdraw-
ings.
3.04 WATERBARS/INTERCEPTORTRENCHES
Construct ditch in accordance with drawings. Flow line of water bar not steeper than I %. Discharge on
existing vegetated slopes altemately to avoid erosion.
3.05 STRAW BALE SEDIMENT BARRIER
Use straw bale baniers at storm drain inlets, across minor swales and ditches, and other applications where
barrier is of temporary nature. Bind straw bales with nylon or baling wire, not twine. Anchor bales to
ground with two posts per bale.
3.06 EROSION CONTROL BLANKETS AI\ID TURF REINFORCEMENT MATS
A. Site Preparation
. Grade and compact area ofinstallation and remove all rocks, clods, vegetation or other
obstructions so that the installed blanket/mat will have direct contact with soil surface.
. Prepare seedbed by loosening 2-3 in(50-75mm) oftopsoil above final grade.
. Incorporate fertilizer into soil.. Do not mulch areas where mat is to be placed
Seeding
Apply seed to the soil surface before installing blanket/mat, or after installation (TRM
only) for enhanced performance (preferable)
When seeding prior to installation, all check slols and other areas disturbed must also be
reseeded.
When using a TRIvI and soil filling seed TRM and entire disturbed area after installation, prior to
filling mat with soil.
c.Installation on Banks and Slopes
Extended blanket/mat 2-3 ft (600-900mm) over crest of slope and excavate a I 2x6 rn
(300x1 50mm) terminal anchor trench.
Anchor blankeUmat in trench on I ft (300mm) spacings, backfill and compact soil.
Unroll blankeVmat down slope with small netting on bottom, large netting on lop.
Overlap adjacent rolls at least 3 in (75mm), and anchor every l8 in (450mm) minimum
across the overlap. The higher elevation blankeVmat should be placed over the lower
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I Erosion and Sedimentation Control ERWSD Intermountain WST 023',70-5
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blanket/mat.
overlap blanket/mat edges approxim ately 2 in (50mm) and staple according to anchor
pattem guide. Make sure that edge overlaps are shingled away from prevailing winds.
Lay blanket/mat loose to maintain direct contact with soil. (Do not pull blanket/mat taut.
This may allow bridging of soil surface.). Secure blanket/mat to ground surface using U-shaped wire staples (prefened) or
geotextile pins. Refer to manufacturer's recommendation for appropriate number and pattem ofanchors
. Place outer edge ofbtanket/mat in previously excavated longitudinal slots, anchor using
prescribed staple Pattem, backfill and compact soil'
. Anchor, backfill and compact upstream end of blanket/mat in a l2x6 in (300x150mm)
terminal trench.. Secure blanket/mat to ground surface using U-shaped wire staples(preferred) or geotextile
pins.r When using a TRM, seed and fill with soil for enhanced performance
. When using a TRM with a geotextile attached. Always seed after installing mat, then fill
with soil
Installation in Storm Water Channels
. Excavate an initial anchor rench l2 in (300mm) deep and 6 in ( I 50mm) wide across the charmel
at the lower end oftlre project area.. Construct check slots along the channel in the following manner: Excavate intermittent
check slots 6 in.(l50mm) deep and 6 in (l50mm) wide across the channel at 30 ft (9.1m)
intervals.r Cut tongitudinal channel anchor slots 4 in (l00mm) deep and 4 in (100mm) wide along
both sides of the installation to bury edges ofblanket/mat. Whenever possible extend mat
2-3 ft (600-900 mm) above crest ofchannel side slopes.
' Beginning at the center ifdownstream end ofthe channel, place the end ofthe fint roll in
the anchor trench and secure with fastening devices at t ft (300mm) intervals. Note:
blanket/mat will initially be upside down in anchor trench; smaller netting on top.
. In same manner, position adjacent rolls in anchor trench. Overlapping the preceding roll
minimum of 3 in (75rnm).. Again, staple at I ft (300mm) intervals, backfill and compact soil.
. Unroll blanket/mat over the compacted trench with smaller netting on boftom, large
netting on top. Stop at next check slot or terminal anchor trench'
. Unroll adjacent rolls upstream in order to maintain a minimum 3 in (75mm) overlap.
Anchor every I 8 in (a50mm) minimum across the overlap'. Fold and secure btanket/mat rolls snugly into interminent check slots. Lay blanket/mat in
the bottom and fold back against itself. Anchor through both layers ofblanket or mat at I
ft(300mm) intervals then backfill and compact soil. Continue rolling upstream over the
compacted slot to the next check slot of terminal anchor trench.
. Overlap roll ends a minimum of lfl (300mm) with upsream blanket/mat on top. Begin
all new rolls in a check slot. Anchor overlapped area by placing two rows ofanchors, I ft
(300mm) apart on I ft (300mm) intervals.
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Erosion and Sedimentation Control ERWSD Intermountain WST 023'10-6
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E. Soil Filline
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If specified, soil filling is recommended for optimum performance.
After seeding, spread and lightly rake % -%in (12-l9mm) of fine topsoil into the TRM
and completely fill the voids. Use backside of rake or other flat tool'
If equipment must operate on the TRM, make sure it is of the rubber-tired type' No
tracked equipment or sharp tums are allowed on the mat.
Avoid any traftic over TRM if loose or wet soil conditions exist
Use shovels, rakes or brooms for fine grading and finishing.
Smooth soils fill in order to just expose the top netting of matrix. Do not place excessive
soil above the mat.
Broadcast additional seed and mulch above the soilfilled TRM.
Water as necessary to enhance growth.
Consult manufacturer's technical representative or local distributor for installation
assistance. Particularly if unique conditions apply (i.e. fine sandy soils, infertile
environment)
3.07 CHECKDAMS
Install bottom of check dam at least 6" below maximum depth of newly graded channel. Extend to 6"
above maximum desigr water depth. Install materials in accordance with drawings.
3.08 SEDIMENTPOND/TRAP
Construct pond per plans and as directed by Engineer.
The area under embankment shall be cleared, grubbed and stripped ofany vegetation and root
mat. The pool area shall be cleared.
The fill material for the embankment shall be free of roots or other woody vegetation as well as
over-sized stones, rocks, organic material or other objectionable material. The embankment shall
be compacted by traversing with equipment while it is being constructed. Maximum height of
embankment shall be 4' measured at centerline of embankment.
All cut and fill slopes shall be 2:1 or flatter.
Geotextile Class C shall be placed over riser. Fabric shall be embedded at least 6" into existing
ground at bottom of pond.
Outlet - An outlet shall include a means of conveying the discharge in a erosion free manner to an
existing stable channel. Protection against scour at the discharge point shall be provided as
necgssary.
Outlet channel must have positive drainage from the trap.
Sediment shall be removed and trap restored to its original dimensions when the sediment has
accumulated to'lz of the wet storage depth of the trap (900 cflac). Removed sediment shall be
deposited in a suitable area and in such a manner that it will not erode.
B.
c.
D.
F.
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I. The structure shall be inspected periodically after each rain and repaired as needed.
. {
J. Constnrction oftraps shall be carried out in such a manner that sediment pollution is abated.
Points ofconcentraLd inflow shall be protected. r-"--'-"
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K. The structure shall be dewatered by approved methods, removed and the area stabilized when the
drainage area has been properly i"uili".o- I
3.09 SILT FENCE
Install silt fence in accordance with drawings. I
ENDOF SECTION I
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I r SECTION 31 37 00r GROUTEDRIPRAPa
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PART 1 GEI\TERAL
-I I.1 WORK INCLUDED
I A. This section includes grouted riprap used for soil stabilization, channel slopes andI drop structures placed in a single layer and voids grouted for erosion protection.
) 1.2 QUALITYSTANDARDSI
I A. Urban Storm Drainage Criteria Manual (USDCM)
t B. American Society For Testing and Materials (ASTM)
I 1. ASTM C 33 - Concrete Aggregates
2. ASTM C 94 - Ready Mixed Concrete
I 3. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete
I 4. ASTM C 150 - Portland Cement
5. ASTM C 260 - Air-entraining Admixtures for Concrete
t 6. ASTM C 309 - Specification for Liquid Membrane-Forming CompoundsI 7. *ffit ffitJit"1","", Admixtures for concrete
D 8. ASTM C 535 - Test Method for Resistance to Degradation of Large-Size
I Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
9. ASTM C 618 - Fly Ash in Portland Cement ConcreteIt C. American Concrete Institute
I l ACI3OI - Struchrat Concrere for Buildingsr 2. ACf 304 - Guide for Measuring, Mixing, Transporting and Placing Con-
I 3. ACI305 - Hot Weather Concretingll 4. ACI 306 - Cold Weather Concreting) i l3i13;.J,'##f;*1i.Tfi3J*:i.Tffin,.,,"I
t 1.3 QUAIITY ASSURANCErIA. All work shall be performed in accordance with the standards of the Urban Drain-
I age and Flood Control District
I B. Maintain a copy of the District's Standards at the site.
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I 31 37oo GROUTEDRtrRAP
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1.4 STJBMITTALS
A- Product Data
1 Admixtures
2. Curing Compounds
3. ReadyMixed Concrete Mix Desigrs
Rock
1. The CONTRACTOR shall fumish laboratory test results indicating that
the material meets a 50% loss for abrasion resistance as measured by
ASTM C 535 and compressive shength of 2500 psi, minimum, as deter-
mined bvAASHTO T 24.
PART 2 MATERIALS AI{D EQUIPMBNT
2.1 RIPRAP
The rock types listed below are labeled MG, HG, and VHG to indicate their spe-
cific designation for grouted riprap. These correspond to the riprap specifications
in the USDCM for Tlpes M, H, and VH. The "G" suffix indicates that the grada-
tion eliminates smaller rock sizes to permit ease of grout penetration.
Control ofgradation shall be by visual inspection.
Reference samples, one-ton minimum, shall be delivered to the construction site
meeting the gradation specified. These samples will be used as a reference for
judging the gradation ofthe rock supplied.
The rock face shall fractured, rough and angular in nature, hard, dense, durable
and resistant to weathering.
River rounded, smooth faced, boulders and cobbles and removed concrete are un-
acceptable for use in grouted riprap.
The stone shall have a specific gravity ofat least 2.5.
Each piece shall have its greatest dimension not greater than two times its least
dimension,
B.
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D.
F.
G.
31 37 00 GROUTED RIPRAP
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I ' cL{SSIFICATToNANDGRADATIoNoFRoCKFoRGRoUTEDRIpRAp
I Riprap % Smaller Than Intermediate Rock
Designation Given Size Dimension
I ByWeight (krches)l
TypeMG 70-100 2lt ;10 ii
I rypeHG l8ir, ,r2
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0-5 r8
TpeVHG 100 42
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(l) Equivalent spherical diameter
2.3 CEMENT
I A ;ffx!H"liiiji,:x*Tfi,::n"J,l*::x,":,"', rvpe rr one tvpe and
| 2.4 AGGREGATE
! A. General
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ffi;ffi:'ffi11,:,""J:ili::TJ,iJiJ:nne
aggregate and 30olo coarse
I a ilTJ3ffi1*'3il'"ii,lil'i"l'#3;lHii""?T[H"l3ffiT
33-
I b. Coarse aggregate shall conform to the provisions of the Standard
I Specifications for Concrete Aggregates, ASTM C 33, Size 8 (3/8
inch).
I z.s ADMTxTuRES
I A. Air entrainment:
I 1. An air-entraining agent shall be used which conforms to ASTM C 260.I
I 31 37oo GROUTED RIPRAP
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B.
C.
D.
2. The amount of air entraining agent used in the mix shall be such as will ef-
fect the entrainment of 7 ll2Yo plus or minus 1 ll2%o in the concrete as
discharged from the mixer.
Water Reducing, Set-Controlling Admixture:
l. The CONTRACTOR shall use a water reducing, set controlling, admixture
in the concrete mix.
2. The admixture shall conform to ASTM C 494, specifically Types A, B, C,
D and E.
Fly Ash:
1 . Fly ash, conforming to ASTM C 618, Class F.
2. A maximum of 22o/o fly ash to total pozzolilt content, Portland Cement *
fly ash, will be permitted.
Water:
1. Water shall be clean and free from injurious amounts of oils, acids, alkalis,
salts, organic materials, or other substances that may be deleterious to con-
crete.
2. Unless otherwise permitted or specified, the concrete shall be proportioned
and produced to have a slump of seven inches, plus or minus two inches.
The slump shall be determined by ASTM C 143.
Fibermesh:
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b.
c.
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BATCHING:
One and one-half pounds of Fibermesh shall be used per cubic yard of
concrete.
2.6
Measuring and batching of materials shall be done at a batching plant.
1. Portland Cement
Either sacked or bulk cement may be used.
No fraction of a sack of cement shall be used in a batch of concrete
unless the cement is weighed.
Bulk cement shall be weighed on scales separate and distinct from
the aggregate hopper or hoppers.
Batching shall be such that the accuracy ofbatching shall be plus
or minus one percent of the required weight.
31 37 00 GROUTED RIPRAP
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2.7
Water
a. Unless water is to be weighed, the water-measuring equipment
shall include an auxiliary tank from which the measwing tank shall
be filled.
b. In lieu of the volume method, the CONTRACTOR will be permit-
ted to use a water-metering device.
3. Aggregates
a. Aggregates shall be handled from stockpiles or other sources to the
batching plant in such a manner as to secure a uniform grading of
the material.
b. Aggregates that have become segregated or mixed with earth or
foreign material, shall not be used.
c. Batching shall be so conducted as to result in the weights of mate-
rial required for each type aggregate within a tolerance of two per-
cent.
MDONG
A. Concrete may be mixed at the site of the work, in a central-mix plant, or in truck
mixers.
B. Mixing time shall be measured from the time water is added to the mix, or cement
contracts the aggregate.
C. All concrete shall be homogeneous and thoroughly mixed, and there shall be no
lumps or evidence ofundispersed cement.
D. Mixers and agitators which have an accumulation of hard concrete or mortar shall
not be used.
E. The temperature of mixed concrete, immediately before placing shall not be less
than 50o F nor more than 90" F. Aggregates and water shall be heated or cooled
as necessary to produce concrete within these temperature limits. Neither aggre-
gates nor mixing water shall be heated to exceed 150' F.
F. Ready-mixed concrete shall be mixed and transported in accordance with ASTM
c94.
G- The time elapsing from the time water is added to the mix (or the cement comes
in contact with aggregate) until the concrete is deposited in place at the site ofthe
work shall not exceed 45 minutes when the concrete is hauled in non-agitating
trucks, nor more than 90 minutes when hauled in truck mixers or truck asitators.
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The batch shall be so charged into the drum that a portion of the mixing water
shall enter in advance ofthe cement and aggregates. The flow ofwater shall be
uniform and all water shall be in the drum by the end of the first 1/4 of the speci-
fied mixing time.
Cement shall be charged into the mixer by means that will not result in loss of
cement due to the effect of wind, or in accumulation of cement on surfaces of
hoppers or in other conditions which reduce or vary the required quantity ofce-
ment in the concrete mixture.
TRANSPORTINGMIXED CONCRETE - MDGD CONCRETE ORTRUCK MDGRS
A. Transporting of mixed concrete shall conform to ACI 305.
B. Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capac-
ity. They shall maintain the mixed concrete in a thoroughly mixed and uniform
mass during hauling.
C. No additional mixing water shall be incorporated into the concrete during hauling
or after arrival at the delivery point, unless ordered by the ENGINEER. If addi-
tional water is to be incorporated into the concrete, the drum shall be revolved not
less than 30 revolutions at mixing speed after the water is added and before dis-
charge is commenced.
D. The CONTRACTOR shall furnish a water-measuring device in good working
condition, mounted on each hansit mix truck, for measuring the water added to
the mix on the site bv the ENGINEER.
E. Each load of ready mixed concrete delivered at the job site, except loads to be
used for pavement, shall be accompanied by the ticket showing volume of con-
crete, the weight of cement in pounds and the total weight of all ingredients in
pounds. The ticket shall also show the time of day at which the materials were
batched and the reading of the revolution counter at the time the truck mixer is
charged.
F. Each load of ready mixed concrete used for paving shall be accompanied by a
ticket, which shall be delivered to the ENGINEER, stamped with the date and
time when the truck mixer is charged.
COMPRESSTVE STRENGTH
A. Concrete compressive strength requirements consist of a minimum strength which
must be obtained before various loads ofstresses are applied to lhe concrete and,
for concrete designated by strength, a minimum strength at the age of 28 days.
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3t 37 00 GROUTED RIPRAP
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Unless otherwise shown on the Drawings the concrete 28-day compressive
strength shall be a minimum of 3,000 psi.
B. The mix shall be designed for strengths at least 15 percent in excess of this mini-
mum. The ratio of water to the sum of concrete * pozzolan shall not exceed 0.45
byweight.
PART 3 - EXECUTION
3.1 ROCK
A. Rock shall be placed in a single layer with joints a minimum of two inches and a
maximum of six inches apart and in a marmer to minimize shaight constuction
joints.
B. The rock shall be placed to give the apperuance ofplating the slopes and channel
invert.
C. After placement all exposed rock shall be cleaned with a stiff, wet, broom.
3.2 GROUT
A. Prior to placing grout the CONTRACTOR shall remove all debris and thoroughly
dampen the surfaces which will be in contact with the concrete to be placed.
B. Placement shall conform to ACI 301, Chapter 8 "Placing", ACI 304R, "Guide of
Measuring, Mixing, Transporting and Placing Concrete," ACI 306 "Recom-
mended Practice for Cold Weather Concreting", ACI 305 "Recommended Practice
for Hot Weather Concreting" and ACI 309, "Standard Practice for Consolidation
ofConcrete".
C. No grout shall be placed until preparation of surfaces involved in the placing have
been approved by the ENGINEER.
D. No grout shall be placed in water except with the written permission of the
ENGINEER.
E. Immediately before placing concrete, all surfaces upon or against Which the con-
crete is to be placed shall be free from standing water, mud, debris or loose mate-
rials.
F. All grout shall be placed by means of a low pressure, l0 psi or less, grout pump
using a two-inch diameter nozzle.
31 37 00 GROUTED RIPRAP
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3.3
G. Full depth penetration of the grout into the layer of riprap is required. A high cy-
cle, two-inch diameter of smaller, vibrator shall be used to consolidate the grout.
H. Joints shall be filled with grout from bottom to top and the surfaces swept with a
stiff broom.
I. The top six inches of the rock layer, or the top l/4 of the rock layer, whichever is
grealer, shall be left exposed, unless otherwise shown in the Drawings.
J. After grout placement and prior to brooming the joint surface, all rock shall be
cleaned with a wet broom to remove grout from any exposed surface.
CURING
General
l. Beginning immediately after placement, the grout shall be protected from
premature drying, excessively hot or cold ternperatures, and mechanical
injury, and shall be maintained with minimal moisture loss at a relatively
constant temperature for the period necessary for hydration of the cement
and hardening of the grout in accordance with ACI 308, "Standard Practice
for Curing Concrete". The materials and method of curing shall be subject
to review and acceptance by the ENGINEER.
2. The grout shall be cwed by an application(s) of a curing compound con-
forming to "Specifications for Liquid Membrane Forming Compounds for
Curing Concrete" (ASTM C 309). The compound shall be applied in ac-
cordance with the recommendations of the manufacturer immediately after
any water sheen which may develop after finishing has disappeared from
the grout surface. It shall not be used on any surface against which addi-
tional grout or other material is to be bonded unless it is proven that the
curing compound will not prevent bond, or unless positive measures are
taken to remove it completely from areas to receive bonded applications.
3. Curing shall be continued for at least seven days in the case of all grout
except high-early strength concrete for which the period shall be at least
three days. Alternatively, if tests are made of cylinders kept adjacent to
the structure and cured by the same methods, moisture retention measures
may be terminated when the average compressive strength has reached
70%o of the specified concrete strength.
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31 37 00 GROUTED RIPRAP
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B.Cold Weather.
l.When the mean daily outdoor temperature is less than 40" F, the tempera-
ture of the grout shall be maintained between 50o and 70" F for the re-
quired curing period.
When necessary, arrangements for heating, covering, insulating, or hous-
ing the grout shall be made in advance of placement and shall be adequate
to maintain the required temperature without injury due to concentration of
heat.
Combustion heaters shall not be used during the fust 24 hours unless pre-
cautions are taken to prevent exposure of the grout to exhaust gases which
contain carbon dioxide.
Hot Weather
1. When necessary, provision for windbreaks, shading, fog spraying, sprin-
kling, ponding, or wet covering with a light colored material shall be made
in advance of placement, and such protective measures shall be taken as
quickly as grout hardening and finishing operations will allow.
2. If the rate of evaporation approaches 0.2 lb/ft2fu, as estimated by ACI
305, precautions against plastic shrinkage cracking are necessary.
3. The CONTRACTOR is required to have a recording thermometer, hy-
grometer and wind gage on site. In arid climates precautions against plas-
tic shrinkage cracks may be required in conditions other than what is nor-
mally considered hot weather conditions.
Rate of Temperature Change
l. Changes in temperature of the air immediately adjacent to the grout during
and immediately following the curing period shall be kept as rmiform as
possible and shall not exceed 5o F in any one hour or 50o F in any 24 hour
period.
Protection From Mechanical Injury.
l. During the curing period, the grout shall be protected from damaging me-
chanical disturbances, such as load stresses, heavy shock, and excessive
vibration.
2. All finished grout surfaces shall be protected from damage by construction
equipment, materials, or methods, by application of curing procedures, and
by rain or running water.
Frozen Ground Surface
l. The grout shall not be placed when the soil temperature is less than 40" F.
2.
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C.
D.
F.
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I 31 37 00 GROUTEDRIPRAP
3.4 WEEP HOLES
A. Weep holes constructed of one and one-half or two inch schedule 80 PVC pipe
shall be installed as shown in the Drawings.
B. The PVC pipe shall be cut flush with the surrounding grout. To alleviate plug-
grng, the PVC pipe should be pushed into the bedding or if bedding is not re-
quired, the PVC pipe shall be wrapped in a coarse geotextile fabric "bag" filled
with one and one-half inch coarse rock under the rock layer. Approximately one
cubic foot ofwrapped rock is required.
EI\D OFSECTION
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09-25-05
SECTION31 66 00
VIBRO-REPLACEMENT (STONE COLUMNS)
PART 1 GENERAL
I.I WORKINCLUDED
This work shall consist of subsurface soil reinforcement and densification by Vibro-
Replacement. In accordance with these specifications and in reasonably close conformity
with the lines, grades, design, and dimensions shown on the plans or established by the
Engineer. Soil reinforcement and densification is performed by constructing compacted
stone columns within the in-situ soil or soils. The CONTRACTOR will fumish all
supervision, labor, equipment, materials and services necessaryto perform all subsurface soil
modification work and field tests related thereto as described hereinafter.
1.2 CONTRACTORQUALIFICATIONS
A. Statement of Qualifications
Each bidder shall submit with his bid a statement of his previous work experience
similar to that proposed. This statement shall include the time period and dates in
which the contract was enforced, the extent of the work and the manner of its
execution and any other information tending to prove his ability to prosecute
vigorously the work required by these specifications. any bidder who fails to
demonstrate satisfactory experience or ability to construct stone columns as specified
in'this contract will be disqualified and his bid will be rejected.
B. Equipment
The stone columns shall be constructed with down the hole vibrators. The vibrators
shall be equipped with a delivery tube that will transport the crushed stone backfill to
the nose of the vibrator. The wet method of installation in which the crushed stone
backfill is introduced at the column surface shall not be used. Water jetting can only
be used to assist in the penetration ofthe vibrator to the bottom treatrnent depth.
The down hole vibrator shall be electric and capable of producing 150 HFand 15
tons of force. The vibrator shall be equipped with a remote in which the "installer"
can continuously monitor the amperage and thus the increase in density achieved in
the stone column and surrounding soils.
PART2 PRODUCTS
2.1 COARSE AGGREGATE
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I 31 66 00 STONE COLUMNS
I09-25{5
Crushed stone backfill used to construct stone columns shall conform to the following.
Aggregates used in stone columns shall be 100 percent minus l.5-inch material' This
material shall be well gmded and meet all abrasive and/or durability requirements which are
generally utilized when speciffing coarse aggregates. The compacted and loose unit weights
of the crushed stone backlill must be submitted. These unit weights will be used to
determine the diameter of the constructed stone column'
PART3 EXECUTION
3.I GENERAL
It is the intent of the specification to construct a compacted stone column of minimum
diameter of 36".
3.2 TREATMENT DEPTH
A. The CONTRACTOR shall penetrate the vibrator to a competent bearing stratum. The
depth of penetration will be on the order of 23 feet. The CONTRACTOR shall
provide tile capability of penehation up to 30 feet maximum' Penetration at
individual stone column locations shall proceed until practical refirsal is met.
practical refusal will be determined in the field. Practical refusal will be determined
by recording the rate of penetration and amperage at a known soil type. For instance,
prior to fuli production within an arezL the CONTRACTOR shall penetrate at a
Iocation that is immediately adjacent to a boring location. The Engineer and
CONTRACTOR can then observe the rate ofpenetration and amperage at the depth
which the Engineer considers competent. The recorded amperage and approximate
depth can then be used as a guide for penetration depths within that area'
3.3 STONE COLI"JMN CONSTRUCTION
A. The stone column will be constructed from the bearing strata to the ground surface in
2 to 3 foot intervals. At each interval the vibrator will be withdrawn 2 to 3 feet
allowing the backfill to fill the void created by the vibrator. The backfill will be
compacted by repenetrating the vibrator into the stone until a maximum amperage of
200 amps is attained during repenetration or until a minimum backfill quantity equal
to a minimum diameter of 36"'
B. The CONTRACTOR shall record the depth, amp(:rage and amount of crushed stone
backfill on a daily log. This log shall be submitted to the Engineer on a daily basis to
veriff final quantities.
3.4 DAMAGEDSTONECOLUMNS
A. Any stone column which is installed outside the specified location shall be reinstalled
with any other corrective measures which may be necessary, including but not limited
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It \ to the installation of additional stone colurnns, at no additional cost to the owner. The' ) maximum center to center spacing of adjacent stone columns shall be 7 feet' The
I approximate diameter of colurDns smaller than that specified shall be within 3 inches
I ofthat specified, unless the undemrn is due to dense soils within the treatrnent depth.
END OF SECTION
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sEcrIoN 32 rl23
AGGREGATE BASE COURSE
PART1 GENERAL
V 1.I WORK INCLUDED
t A ffiffi5;1fr,T,:r*,ff:,ffi1i,'#ffilffiT'"d'ilfT;f,h:ffi:;F":
I gatebasecourse.
r B. Re-cycled concrete for nggreg te base course is unacceptable.
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I 1.2 QUALITY STANDARDS
I A. AASHTO M 147 - Materials for Aggregates and Soil-subbase, Base and Surface
I Courses
I B. AASHTO T 89 - Determining the Liquid Limit of Soils
rI C. AASHTO T 90 - Determining the Plastic Limit and Plasticity Index of SoilsI
f D. ASTM D 698 - Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lb?ft')
'l E. ASTM D1557 - Test Method for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-Ibflft').
! F. ASTM C 136 - Method for Sieve or Screen Analysis of Fine and Coarse Agge-
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gates
I G. ASTM C 535 - Test Method to Degradation of Large-Size Coarse Aggregate by
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Abrasion and Impact in the I-os Angeles Machine.
! H. ASTM C l3l - Test Method to Degradation of Small-Size Comse Aggregate by
Abrasion and Inpact in the Los Angeles Machine.
r I. ASTM C l4?. - Test Method for Clay Lumps and Friable Particles in Aggregates
I J. ASTM D 75 (AASHTO T 2) Practices for Sampling Aggregates
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10-2743
1.3 SUBMITTALS
A. The CONTRACTOR shall submit laboratory tests to the ENGINEER detailing
conformance with the relevant specifications.
PART 2 MATERIALS
2.1 AGGREGATES
A. Aggregates for bases shall be crushed stone, crushed slag, crushed gravel or natu-
ral gravel that conforms to the quality requirements of AASHTO M 147 except
that the requirements for the ratio for the minus No. 200 sieve fraction to the to
the minus No. 40 sieve fraction shall not apply.
B. The requirements for the Los Angeles u/eax test shall not apply to Class l, 2 and3.
C. Aggregates for bases shall meet the grading requirements as called out in the
Drawings.
D. The liquid limit shall be as shown in the table and the plasticity index shall be <
six.
2.2 GRADATIONS
Sieve Desig-
nation
Percentage by Weight Passing Square Mesh Sieves
LL<35 LL<30
Class I Class 2 Class 3 Class 4 Class 5 Class 6 Class 7
4 inch 100
3 inch 95-
100
2 ll2 inch r00 100
2 inch 95-
100
100
1 l/2 inch 90-
100
100
I inch 95-
t00
100
314 inch 50-90 100
No.4 30-65 30-50 30-70 30-65
No- 8 25-55 20-85
No.200 3-15 3-15 20
nlax.
3-t2 3-15 3-t2 5-15
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TABLE I
AGGREGATE BASE COTIRSE
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Note: Class 3 materials shall consist of bank or pit run material.
EQUIPMENT
PART 3
Equipment shall be capable of legally perfomring the work as described in this
Specification. Equipment that is inadequate to obtain the results specified shall be
replaced or supplemented as required to meet the requirements of this Specifica-
tion.
Any equipment that is used in an improper manner may be cause for rejection of
the work if in the opinion of the ENGINEER the work fails to meet the require-
ments of this specification.
Equipment used for compaction shall be the rolling type, vibratory [pe, or com-
bination of both t1pes, and shall be of sufficient capaclty to meet the compaction
requirements herein.
EXECUTION
C.
B.
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D.
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3.1 PREPARATION OF FOI]NDATION
The foundation shall be considered to be the finished earth subgrade, subbase
course, or base course, as the case may be, upon which any subbase, base or sur-
face course is to be constructed.
Preparation of foundation for construction of a subbase, base, or surface course
shall consist of the work necessary to restore, correct, strengthen or prepare the
foundation to a condition suitable for applying and supporting the intended
course.
For aggregate base course roads and parking areas, the top six-inches of topsoil
shall be stripped within the area to be aggregate surfaced. Following stripping of
the topsoil, the upper 12 inches ofthe subgrade shall be scarified and compacted
to a minimum of 95 percent of ASTM D 698. On-site material may be used as
accepted by the ENGINEER, for compacted fill for the aggregate base course.
Fill shall be placed with two percent of optimum moisture content and compacted
to a minimum of 95 percent ASTM D 698.
Aggregate base course used as a formdation for pavements shall be placed on the
subgrade within two percent of optimum moisture and compacted to a minimum
of 100 percent ASTM D1557. The top six inches of topsoil shall be stripped
within the area to be aggregate surfaced. Following stripping of the topsoil, the
upper 12 inches of the subgrade shall be scarihed and compacted to a minimum of
95 percent of ASTM D 698. On-site material maybe used, as accepted by the
32 tt 23 AGGREGATE BASE COURSE
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ENGINEE& for compacted fill for the aggregate base course. Fill shall be placed
with two percent of optimum moisture content and compacted to a minimum of
95 percent ASTM D 698. Deviations in aggregate base course under pavements
of more than l/4 inch in l0 feet, measured with a lO-foot straight edge, shall be
corrected prior to pavement constuction
The foundation shall be prepared and constructed such that it will have a unifomr
density throughout. It shall be brought to the required alignment and cross section
with equipment and methods adapted for the purpose. Upon completion of the
shaping and compacting operations, the foundation shall be smooth, at the re-
quired density, and at the proper elevation and contour to receive the aggregate
base course.
F. Unless otherwise provided, all holes, ruts and other depressions in the foundation
shall be filled with materials similar to those existing in the foundation. High
places shall be excavated and removed to the required lines, grade and section.
G. Areas of yielding or unstable material shall be excavated and backfilled witl sta-
bilization rock as determined by lhe ENGINEER. Base course material shall not
be placed on a foundation that is soft, spongy, or one that is covered by ice or
snow. Base course shall not be placed on a dry or dusty foundation where the ex-
isting condition would cause rapid dissipation of moisture from the base course
material and hinder or preclude its proper compaction. Dry foundations shall have
water applied and reworked and compacted as necessary.
H. The ENGINEER shall direct the CONTRACTOR to make minor adjustments in
the finish grade from that shown in the Drawings as may be necessary or desirable
to maintain the characteristics of a stabilized foundation by minimizing the
amount of cutting into or filling.
EARTH SLIBGRADE
A. When the foundation is an earth subgrade it shall be prepared by removing all
vegetation, excavating and removing materials, filling depressions, scariffing,
shaping, smoothing and compacting to meet the required grade, section and den-
sity.
B. Stones over six inches in greatest dimension shall be removed.
PLACEMENT
A. The aggregate base course shall be constructed to the width and section shown in
the Drawings. If the required compacted depth of base coarse exceeds six inches,
the base shall be constructed in two or more layers of approximate equal thick-
ness.
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B.
C.
D.
3.4
3.5
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The maximum compacted thickness of any one layer shall not exceed six inches.
Each layer shall be constructed as far in advance of the succeeding layer as the
ENGINEER may direct. The work shall, in general, proceed from the point on the
project nearest the point of supply of the aggregate in order that the hauling
equipment may travel over the previously placed material, and the hauling equip-
ment shall be routed as uniformly as possible over all portions of the previously
constructed courses or layers of the base course.
The material shall be deposited on the soil foundation, or previously placed layer
in a manner to minimize segregation and to facilitate spreading to a uniform layer
of the required section. In the event that blending ofmaterials is necessary to pro-
vide required gradation and properties of the material, and is done in the roadway,
the same shall be accomplished by mixing the aggregate and blending material by
means of blade graders, discs, harrows or other equipment to effect a uniform dis-
tribution and gradation throughout the finished mixture. Excessive mixing and
grading that will cause segregation between the coarse and fine materials is pro-
hibited.
COMPACTION
A. After a layer or course has been placed and spread to the required thickness, width
and contour, it shall be compacted. If the material is too dry to readily attain the
required density, it shall be uniformly moistened to the degree necessary during
compaction operations for proper compaction.
B. Compaction of each layer shall continue until the required density of Section 3.1
is reached. The surface of each layer shall be maintained dwing compaction op-
erations in such a manner that a uniform texfure is produced and aggregates firmly
keyed.
C. All areas where proper compaction is not obtainable due to segregation of materi-
als, excess fines, or other deficiencies in the aggregate shall be reworked as neces-
sary or the material removed and replaced with aggregates that will meet this
specification.
D. The surface of each layer shall be kept true and smooth at all times.
MDilNG
A. Unless otherwise specified, the coNTRAcroR shall mix the aggregate by any
one of the three following methods.
1. Stationary Plant Method
32 tl23 AGGREGATE BASE COURSE
Ilo-z't43
Aggregate base course and water shall be mixed in an approved
mixer.
After mixing the aggregate shall be tansported to the project site
while it contains the proper moisture content and shall be placed on
the roadbed by means ofan approved spreader.
2.Travel Plant Method
After the material for each layer has been placed through an aggre-
gate spreader or windrow-sizing device, it shall be uniforrnly
mixed by a traveling mixing plant.
J.Road Mix Method
After material for each layer has been placed, the materials shall be
mixed while at optimum moisture content by motor graders or
other approved equipment until the mixture is uniform throughout.
3.6 SHOULDER CONSTRUCTION
shoulders shall be constructed with base course material to conform to the eleva-
tion and section shown in the Drawings.
No equipment shall be used which by its design or through its manner of opera-
tion that will damage the pavement or curbs.
Insofar as practicable, the base course material shall be placed directly on the
shoulder area.
Materials that are deposited outside the shoulder areq if not contaminated, shall
be recovered and placed within the required limits. The CONTRACTOR will not
be compensated for materials not recovered as determined by the ENGINEER.
Materials shall not be deposited on the pavement or surfacing during placing
unless specifically permitted by the ENGINEER.
The base course material as placed shall be spread and compacted to the required
density in layers not exceeding six inches in compacted thickness. Any material
inadvertently placed on the pavement shall be broomed from the pavement. The
result shall not effect a change in the gradation ofthe shoulder material.
b.
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END OF SECTION
AGGREGATEBASECOURSE I
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sEcTroN 323113
CHAIN LII\K FENCES AND GATES
r, PARTI GENERAL
I I.I WORK INCLI.JDED
I A. The CONTRACTOR shall furnish all labor, tools and equipment and workt necessary for, or incidental to, the supply and construction of chain link fences
a and gates as shown in the Drawings and as specified herein.
f r.2 QUALITY STANDARDS
I A. Chain Link Fence Manufacturer's Institute (CLFMD *
- l. CLFMI - Product Manual
I 2. FS RR-R-191 - Fencing, Wire and Post Metal (and Gates, Chain Link
Fence Fabric, and Accessories)
t C. Colorado Department of Transportation (CDOT)
l. CDOT Standard M-607:2
I
D. American Society for Testing and Materials (ASTM)Irr l ASTM A 90 - Weight of Coating on Zinc-Coated (Galvanized) hon or
Steel Products
I 2. ASTM A I 16 - Zinc-Coakd(Galvanized) Steel Woven Wire Fence Fabric
I 3. ASTM A 120 - Pipe, Steel, Black and Hot-Dipped Zinc Coatedr 4 f'**"1?'Y;"*:#*ffffihf:3!o,Tfl"xill*o"r 5. ASTM A 123 - Zinc (Hot dip Galvanized) Coatings on Iron and Steel
I 6. lt+ili $3 - znccoating (Hot-Dip) on Iron and Steel Hardware
7. ASTM A370 - Mechanical Testing of Steel Products
lt 8. ASTM A392 - Zinc-Coated Steel Chain-Link Fence Fabric
I g. ASTM A 428 - Weight of Coating on Aluminum-Coated Iron or Steel
Articles
I 10. ASTM A49l - Aluminum-Coated Steel Chain-Link Fence Fabric
I I l. AI',ISVASTM F 567 - lnstallation of Chain-Link Fence
12. ASTM A 569 - Steel, Carbon (0.15 Maximum Percent), Hot-Rolled Sheet
t and Strip Commercial QualityI 13. ASTM A 585 - Aluminum-Coated Steel Barbed Wire
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024244 I
14.
15.
16.
17.
18.
19.
20.
ASTM A 824 - Metallic-Coated Steel Marcelled Tension Wire for Use
with Chain Link Fence
ASTM A 817 - Metallic-Coated Steel Wire for Chain Link Fence Fabric
ASTM C 94 -Ready-mixed Concrete
ASTM F 573 - Residential Zinc-Coated Steel Chain-Link Fence Fabric
ASTM F 626 - Fence Fittings
ASTM F 668 - Poly (Vinyl Chloride) (PVClCoated Steel Chain-Link
Fence Fabric
ASTM F 934 - Standard Colors for Polvmer Coated Chain Link Fence
Materials
ASTM F I183 - Aluminum Alloy Chain Link Fence Fabric
ASTM F 1234 - Protective Coatings on Steel Framework for Fences
1.3 SUBMITTALS
PART 2
2.1 MATERIALS
lnclude complete details of fence and gate consfruction, fence height, post
spacing, dimensions and unit weights of framework and concrete foundation
details.
PRODUCTS
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Framing
L Unless otherwise shown on the Drawings, the Contractor may elect to use
either Type I or Type II framing. Where a PVC-coated chainlink fence is
specified, the framing shall be color coated to match the fence fabric in
accordance with ASTM F 1234.
2. Type I framing shall be ASTM A 120 Schedule 40 steel pipe with 1.8
ormces sf zins coating p€r sqru[e foot of surface area conforming to
ASTM F 1083.
3. Tlpe II framing shall be manufactured from steel conforming to ASTM A
569, cold formed, high frequency or induction welded and having a
minimum yield shength of 50,000 psi. External surface triple coated with
1.0 ounce, plus or minus 0.1 ounce, of zinc per square foot,30, plus or
minus, 15 micrograms of chromate p€r square inch and high performance
polymeric and shall demonshate the ability to resist 1,000 hours of
exposrue to salt spray with a maximum of 5o/o rel rust in a test conducted
in accordance with ASTM A 117. Internal surface coated, after welding,
with a zinc-rich based organic coating having a 9loh zinc powder loading
capable of providing the ability to withstand 650 hours of exposure to salt
fog with a maximum of 5Vo red rust, when conducted in accordance with
ASTMB II7.
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3231l3 cHArN LTNKFENCES AND GATES I
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4. Pipe shall be staight, true to section and conforrn to the following
weights:
Pipe Size
I.D.
(inches)
Type I
Weight
(lbs./ft.)
Type II
Weight
(lbs./ft.)
|!4 2.27 1.84
Iu2 2.72 2.28
2 3.65 3.12
21t2 5.79 4.64
J 7.58 5.7r
3ll2 9.11 6.56
4 10.79
5 14.62
6 18.97
8 28.55
Fabric Wire
l Unless otherwise shown on the Drawings, fabric wire shall be 9 gage steel
wire of good commercial quality. If aluminum alloy wire is called for, the
wire shall be 9 gage in conformance with ASTM F 1183. The 9 gage steel
wire shall have a breaking strength of 1290 lbs. and the 9 gage aluminum
alloy wire shall have a breaking strength of 925 lbs. when tested in
accordance with ASTM A 370.
2. Metallic coatings for steel wire shall conform to ASTM A 817. Unless
otherwise shown on the Drawings, wire shall be galvanized with a zinc
coating of not less than 1.20 oz./ft.2 of uncoated wire swface in accordance
with ASTM A 392 and tested in accordance with ASTM A 90. If an
aluminum coating is called for, wire shall be coated before weaving wit}
not less than 0.40 oz./ft." of uncoated wire surface in accordance with
ASTM A 491 and tested in accordance $'ith ASTM A428.
3. If a PVC coating is called for on the Drawings, the coating shall be Class
2a (extruded and bonded) and have a thickness at any one point ofnot less
than 0.015 inches and not greater than 0.025 inches as measured by a
micrometer. The PVC coating shall meet ASTM specifications for
adhesion, accelerated aging, mandrel bend, and color. The color shall be
black. All components shall be coated.
Barbed Wire
l. Barbed wire shall be commercial quality, 12 l/2 gage, two-strand twisted
line wire with 4 point barbs at 5-inch spacing.
323113 C}IAIN LINK FENCES AND GATES
I0242{,.
2.2 COMPONENTS
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Coating shall consist of a minimum of 0.8 ounces of zinc per square foot
of wire surface area conforming to ASTM A l2l or a minimum of 0.30
ounces of aluminum per square foot of wire surface area conforming to
ASTM A 585.
Concrete
l. ASTM C 94 Podland Cement Concrete, Type II, with a ma:<imum 3/4-
inch aggregate having a minimum compressive shength of 3,000 psi and
28 davs.
Fence Posts
l. Fence posts shall have the following diameten:
Strain Posts
Strain posts shall have the following diameters:
Gate Frame Width
(feet)
Strain Post I.D.
(inches)
3 <W<6 2u2
6 <W< 13 3tn
13 <ws l8 6
18<w<23 8
Top and Brace Rail
Top and brace rails shall be I l/4 inches I.D.
Top rails shall be in lengths not less than 18 feet.
Gate Frame and Braces
Fabric Height
(feeO
Line Post
I.D.
(inches)
End, Comer and
Line Brace Posts
I.D. (inches)
3<H<6 ttn 2U2
6<H<8 2 2v2
8<H<12 2 2v2
3231t3 CHAIN LINKFENCES AND GATES
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l. Gate frame assembly shall be of Type I or Type II steel post with welded
joints. Weld areas shall be repaired with zinc-rich coating applied per
manufacture/s directions. Pioe diameters shall be as follows:s as
Gate Frame Width
(fee0
Gate Frame Height
(fee0
Post I.D.
(inches)
Brace I.D.
(inches)
3<H<8 3<H<6 I lt4 I lt4
8<H<23 6 | 1/2 Iy4
8<H<23 6 <H< 12 IU2 1v2
- E. Fabric
: l. Unless otherwise shown on the Drawings, the fabric shall be woven in a
two-inch diamond mesh.
I 2. Fabric up to five feet in height shall be knuckled at the top and bottomI selvages. Fabric over five feet high shall be twisted and barbed on the top
lt rylvageand knuckled on the bottom selvage.
f 3. The fabric height shall be shall be six feet unless otherwise shown on thet Drawings. The height of the fabric shall be the overall dimension from
ends of twists and knuckles. The tolerance of the nominal height shall be
ll 4. ttnT#':tr1il1"*.r'", shail match fence fabric wire and coating.
f F. Tension WireI
| 1. Tension wire shall be fabricated from MarcelledT ga$e steel wire with aI il#FJ:?*."#:""#::"{ffiJl,ffirrsof aruminumper
I G- Tension and Brace Bands
|' l. Tension and brace bands shall be rectangular pressed steel, not less than
I l2gageintlrickness and3/4 incheswide.
t H. Stretcher Bar (Tension Bar)
I
l. Stretcher bars shall not be less than 12 gage in thickness, 3/16 by 3/4 inch
I in dimension, and 2 inches shorter than the nomral height of the fabric
J with which they are to be used.
I I. Tie Wire and Wire FastenersI
I l. Tie wire shall be 9 gage aluminum alloy I100-H4 or equal.
I 2. Wire fasteners shall be I I gage.
I
I 323t 13 5 CHAIN LINK FENCES AND GATES
2.3
024244
ACCESSORIES
A. Post Caps
L Post caps shall be pressed steel, cast iron or cast aluminum alloy designed
to fit snugly over posts to exclude moisture.
2. If a top rail is required on the Drawings, zupply cone tlpe caps for terminal
posts and loop type for line posts.
B. Fittings
l. All fittings shall conform to ASTM F 626.
2. Rail and brace ends shall be pressed steel, cast iron or cast aluminum
alloy, cup shaped to receive rail and brace ends.
3. Top rail sleeves shall be not less than 6 inches long and shall allow for
expansion and contaction ofthe rail.
4. Truss rods shall be steel rod, 3/8 inches in diameter, merchant quality with
tumbuckle.
5. Hog rings shall be 9 gage steel wire with a minimum zinc coating of 0.8
ounces per square foot ofwire surface area.
6. Where a PVC-coated chain-link fence is specified, all fittings shall be
color coated to match the fence fabric.
Extension Arms
l. Barbed wire arms shall be pressed steel, cat iron or cast aluminum alloy
fitted with clips or slots for attaching three stands of barbed wire.
2. Arms shall be set outward on a 45o angle and be capable of supporting a
250-pound load at outer barbed wire cormecting point without causing a
permanent deflection.
3. Arms over gates shall not be sloped.
Gate Hardware
l. Gate latches, stops and keepers shall be provided for all gates. Latches
shall have aplunger-bar arranged to engage the center stop, except that for
single gates of openings less than l0 feet wide, a forked latch may be
provided. Latches shall be arranged for locking.
2- Center stops shall consist ofa device arranged to be set in concrete and to
engage a phmger bar of the latch of double gates. No stop is required for
single gates.
3. Keepers shall consist of a mechanical device for securing the free end of
the gate when in the full open position..
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I3231t3CHAIN LINK FENCES AND GATES
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Irr 4. Hinges shall be of adequate shength for gate. and with large bearing! ' srufaces for clamping in position. The hinges shall not twist or tum under
I the action of the gate.. The gates shall be capable of being opened and
l' closed easily by one person. Three hinges per leaf will be required.
l 2.4 coMpoNENTs FoRTENMS coTJRTFENcEI
A. General
I l The materials specified above shall be modified as follows for termis court
E fences.Ir 2. The fence height shall be lO-feet.t
B. Posts
ziztr 1. All line terminal and gate posts shall be 2-7 /8 inchO.D. with a wall
. thickness of0.l60 inches.
I 2. The steel shall have aminimum yield strength of 50,000 psi.
I C. Rails
I l. The fence shall be consfiucted with top and middle rails.
I 2. Railsshallbel-5/SinchO/D.pipewithawallthicknessof0.lll inches.
t 3. The steel shall have a minimum yield strength of 55,000 psi.
4. Provide rails with 7-inch long expansion sleeve couplings.
I D. Fabric
I t: H:,.""i:::lilHJ::?1f,Ho#il'""'"knuckred
3. ThefabricshallconforrntoASTM A392.
Tt E. Tension Wire
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fr""rTl,s1*
wire shall be two strand s of 12 %gage steel wire twisted
V PART3 ExEcUTIoN
a 3.1 GENERAL
t A. lnstall framework, fabric, accessories and gates in conformance with ASTM FI s67.
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I 323r 13 7 cHArN LrNK FENCES AND GATEs
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B. Post shall be spaced at equal intervals from corner or terminal posts at a spacing
not exceeding l0 feet unless otherwise shown on the Drawings.
FOOTINGS
A. General
l. Posts shall be set three inches clear from the bottom ofthe footing. The
top of the concrete footing shall be set at grade and crowned to direct
water away from the posts.
2. Posts shall be securely braced to hold in proper position until such time as
tle concrete has set sufficiently to hold them. Unless otherwise permitted,
materials shall not be installed on posts until the concrete bas set
zufficientlv to withstand the stress.
B. Fence Posts
l. Posts shall be set plumb in l2-inch diameter concrete footings. The depth
ofthe fence post footings below grade shall be as follows:
Fabric Height
(fee0
Line Posts
(inches)
End, Corner and
Line Brace Posts
(inches)
3<H<4 34 28
4 <H< 12 40 40
Strain Posts
l. The diameter and depth ofthe strain post footings below grade shall be as
follows:
Gate Frarne Width
(fee0
Footing Diameter
(inches)
Footing Depth
(inches)
3<W<6 l2 36
6<W<13 t2 42
13<w<18 l8 48
l8<w<23 24 48
FRAMING
A. Top Rails
l The requirement for top rail will be shown on the Drawings; otherwise a
top tension wire will be used.
C.
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323r 13 CHAIN LINK FENCES AND GATES
I 024244
Ir 2. Install top rails through the line post cap loops connecting sections with' sleeves to form a continuous rail between terrninal posts.
I B. Bracing
I L For fabric heights over four feet, brace end, comer, line brace and strain
I posts back to adjacent line posts with horizontal brace rails when a top rail
is specified.
I 2. Brace gate, line and end posts back to adjacent line posts with sloping
I brace rails when a top rail is not specified. Diagonal tuss rods are
required in both cases.
I 3. Line brace posts shall be spaced at 400 feet maximum intervals.
C. Miscellaneous Fittings
I l One stretcher bar shall be provided for each line, end and strain post. Two
shall be provided for each comer and line brace post.r 2 ffi'"J"*:HH3,l"J;:ffi;:"ffieff#,1,n:3lil"1il'.",T#
with tie wires.
I 3. Install nuts for fittings, bands and hardware bolts on inside of fence.
4. All open pipe tops shall be capped.
I 3.4 FABRTC
I 1. Stretch fabric between end posts or at intervals of 100 feet maximum, whichever
I is less.
2. Pull fabric taut with the bottom selvage 2 inches above the ground line (maximum
3 inches).
I 3. Fasten to end, comer and gate posts with tension bars threaded through the mesh
I 4 il:ffiH*r*'ffi;,i,*ti'#'f;,ililffiJl"il1i"n",maximumonI posts and 24 inches onrails.
5. Attach to bottom tension wire with top rings at 24 inches maximum intervals.
r 3.5 BARBED WIRE TOP
I '1 *lT;1ffi:,ffifl1iiffif,#i:,11,ffi'tr1,::ijn*"rerminal
exrension
I 3.6 GATES
r l. Gates shall be inslalled plumb, level and secure for a full opening without
f interference.
2. Bottom of gate shall be no more than six inches above grade.
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v24244
3. Anchor center stops and keepers in concrete.
CON STRUCTION TOLERANCES :
Maximum variation fromplumb: l/4 inch
Maximurn offset from true position: I inch
Components shall not infringe upon adjacent property lines.
COMPLETION
A. The installation area shall be left free of debris caused by the installation of tbe
fence.
END OF SECTION
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T323t t3 l0 CHAINI,INK FENCES AND GATES
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0G05-06
SECTION 323250
BOI'LDER ROCK WALLS
PART1 GENERAL
I.I WORKINCLUDED
A. The work shall include, but is not necessarily limited to, supplying and placing large
boulders as shown on the Drawings. The Contractor shall furnish all labor, materials and
equipment required to design the gravity wall and complete the work described herein
and on the Drawings.
B. Unless otherwise shown in the Drawings, the stone size, as described below, shall have
an "L" dimension of 24-inches.
1,2 QUALITY STANDARDS
A. American Society for Testing and Materials (ASTM)
l ASTM C 88, Test Method for Soundness of Aggregates by Use of Sodium
Suolfate or Mamesium Sulfate.
2. ASTM C 97, Test Methos for Absorption and Bulk Specific Gravity of
Dimension Stone.
1.2 SUBMITTALS
A. Certified test results for specific gravity, absorption and soundness.
PART2 PRODUCTS
2.1 BOULDERS
A. Quality Requirements
l The boulders, shall be dense, sound and free of cracks and seams or other
defects. The material selected mav be river rock or field stone.
B. Dimensions
l. Neither the breadth (B) or thickness (T) of any piece of rock shall be less than
2/3 of its length. The breadth (B), thickness (T) and lenglh (L) axes or planes
are described as:
a. L - longitudinal axis, represents the center line (axis) connecting the
most distant points (faces, noses or apices) ofthe boulder.
b. B - represents the center line within the rock that intersects the L-axis at
right angles.
3232 50 BOULDER ROCK WALLS
06{5-06 I
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c. T - represents the center line within the rock that is perpendicular to the
L-B planes.
2. Unless otherwise shown on the Drawings the D5g size which is the mean size
where 50 percent of the stones are larger and 50 percent are smaller measured in
the "L" dimension.
C. ProPerties
l. Bulk specific gravity not less than 2.5, according to ASTM C 97'
2. Absorption not more than 2o/o, accordingto ASTM C 97'
3. Soundness: weight loss in 5 cycles not more than l0 percent when sodium
sulfate is used or 15 percent when magresium sulfate is used, according to
ASTM C E8.
PART3 EXECUTION
3.I TRANSPORTING
A. When transporting boulders to the site, the Contractor shall make his best effort to drive
the equipmint over the same routes, and in the same tracks, as to minimize vegetative
damage.
3.2 PLACING
A. The boulders shall be placed and safely worked to their stable position, by equipment
and by hand as necessary, with no tendency to overtum. Excavated stream bed material,
rock fragments or spalls shall be used to fill the voids between the larger rocks.
3.3 CONSTRUCTIONSEQUENCE
A. The order of construction of the structures shall begin with the farthest downstream
structure first. Then upon completion of that structure, commence work on tbe next
upstream structure until its completion. This shall continue on each structure, one at a
time, until the project is complete'
EFID OFSECTION
3232 50 BOULDER ROCK WALLS
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sEcrroN 32 90 00
SEEDING
PARTI GENERAL
1.1 WORKINCLIJDED
The work covered by this Specification includes the fumishing of all materials
and application of fertilizer, seed and mulch to areas defined in the Drawings or
disturbed by the CONTRACTOR's operations.
All disturbed areas shall be reseeded, except that cultivated areas need not be
reseeded. Maintenance of seeded areas is also included in this Specification.
All work shall be completed in accordance with these Specifications, the
Drawings, and with accepted horticulttual practice.
The seed mix design found in Paragraph 2.3 shall be used unless:
1. the OWNER has a standard mix
2. a regulatory agency has a specified mix
If theere is a conflict between this specification and the standard specifications of
the OWNER, the OWNER's specification shall control.
1.2 QUALITY ASSURANCE
Ship materials with certificates of inspection required by governing authorities.
Comply with regulations applicable to materials.
Do not make substitutions. If specified material is not obtainable, submit proof of
non-availability to ENGINEER, together with proposal for use of equivalent
material.
Package standard products with manufacturefs certified analysis. For other
materials, provide analysis by recognized laboratory made in accordance with
methods established by the Association of Official Agriculture Chemists,
wherever applicable.
If imported topsoil is required by the Drawings, before delivery furnish
ENGINEER with written statement giving location of properties from which
topsoil is to be obtained, names and addresses of OWNERs, depth to be stripped,
and crops grown during past two years.
SEEDING
B.
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I.3 SUBMITTALS
A. Seed and Material Certifications:
l. Certificates of inspection as required by governmental authorities.
2. Manufacturet's or vendot's certified analysis for fertilizer and mulch.
3. Seed vendo/s certified stratement for each grass seed mixture required,
stating botanical and common namc, percentages by weight, and
p€rcentages ofpurity, germinatio4 and weed seed for each grass seed
species.
B. Proposed seeding schedule correlated with specified maintenance periods to
provide maintenance from date of substantial completion. Orrce accepted, revise
dates only as approved in writing, after documentation ofreasons for delays.
C. CONTRACTOR is responsible for re-seeding and doing work that is necessary at
the end of the one-year acceptance time period if the seeding has partially of
completely failed to be an established turf. See 3.8 C.
1.4 DELTVERY, STORAGE AND HANDLING
A. Deliver packaged materials in containers showing weight, analysis, and name of
manufacturer.
B. Protect materials from deterioration during delivery, and while stored at site.
I.5 SEQUENCING AND SCHEDULING
A. Proceed witlr, and complete seeding work as rapidly as portions of site become
available, working within seasonal limitations for the specified seed.
B. Correlate seeding with specified maintenance periods to provide maintenance
from date of substantial completion.
PART 2 MATERIALS
2.1 TOPSOL
A. Imported topsoil shall be fertile, friable, natural loam, surface soil, reasonably free
of subsoil, clay lumps, brush, weeds and other litter, and free of roots, stumps,
stones larger than two inches in any dimension, and other extraneous or toxic
matter harmful to plant growth.
B. Topsoil removed from the site for excavations shall be stockpiled for re-use in
seeding work. If quantity of stockpiled topsoil is insufficient, import additional
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topsoil to complete seeding when called for in the Drawings. Additional topsoil
shall be obtained from local sources with naturally, well-drained sites where
topsoil occurs in a depth ofnot less than four inches. Do not obtain from bogs or
marshes.
FERTILIZER
A. Fedilizer shall be 18-46-0 and shall have the following composition by weight:
Nitrogen, l8% (of which 50% is organic), and phosphoric acid (P205) 46%.
These elements may be organic, inorganic, or a combination and shall be available
according to the methods adopted by the Association of Offrcial Chemists.
B. The fertilizer material shall be of neutal character, dry, pelletized or granular,
rmiform in composition and a free flowing product. The fertilizer shall be
thoroughly mixed by the manufacturer.
C. Material which has been previously opeired, caked, segregated, exceeded the
expiration date of application, or be otherwise damaged shall not be used.
D. The fertilizer shall comply with all local, state, and federal regulations.
GRASS SEED
A. Provide fresh, clean, new-crop seed complying with tolerance for purity and
germination established by Offrciat Seed Analysts of North America. Provide
seed mixture composed of grass species, proportions and minimum percentages of
purity, germination, and maximum percentage ofweed seed, as specified.
B. The seeding mixture, known as High Altitude Grass Mix available from Westem
Native Seed, Salida, Colorado, shall be applied at a rate of 16 pormds pure live
seed (PLS) rate per acre. The mixture shall be as follows.
Species (Variety)CommonName o/o of mix
Agrostis seabra Ticklegmss
Agropyrontrachycaulsom SlenderWheatgrass
Bromus porteri Nodding Brome
Bromus ciliatus Fringed Brome
Deschampsiacespitosa Tufted Hairgrass
Danthoria intermedia Timber Oatgrass
Elymus glaucus Blue Wildrye
Fesfuca saximontana
Festuca idahoensis
Festuca thurberi
Poa alpina
Rocky Mountain Fescue
Idaho Fescue
Thurder's Fescue
Alpine Bluegrass
32 90 00 SEEDING
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Stipa viridula Green Needlegrass l0
100
The CONTRACTOR shall compensate for percentage of purity and gerrrination
by furnishing sufficient additional seed to equal the specified pure live seed
product. The formula for detemrining the quantity of pure live seed (PLS) shall
be:
Pounds of Seed (Bulk) X Pudty X Germination:
Pounds ofPure Live Seed (PLS) .
2.4 MI.'LCH
Material for mulching shall consist of wood fiber.
The wood fiber shall contain a tackifier for additonal binding to steep slopes.
EROSION CONTROL BLANKETS
B.
PART 3
Erosion control blankets shall consist ofbiodegradable type material such asjute
netting or a slotted-baffle l0D/o post-consumer waste Paper composition material
such as Earth Guard as manufactured by Eaton Commercial Products of Hamburg,
N.Y.
Wood excelsior or products containing polypropylene netting are unacceptable for
use as an erosion control blanket.
E)(ECUTION
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3.1 SOIL PREPARATION
This work shall consist of preparing the soil for seeding. Preparation of the soil
shall include harrowing and scarifying to a depth of four inches by mechanical and
hand methods in order to establish a uniform and acceptable seed bed surface.
Areas that have been eroded or rutted to a degree will require the placement of
topsoil, gaded and compacted to a uniform and acceptable seed bed surface.
Topsoil will be uniformly placed and spread in areas to be reseeded or as
designated on the Drawings. The minimum thickness shall be to two inches
above the sru:rounding finished grade. The topsoil shall be keyed to the
underlying and surrounding material by the use of harrows, rollers or other
equipment suitable for the purpose.
B.
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Water shall be applied for compaction purposes to the topsoil in a fine spray by
nozzles in such a manner that it will not wash or erode the newly placed soil.
Care shall be exercised dwing the soil preparation on all embankments so as not
to disturb established ground cover. Areas disturbed during the soil preparation
will be fertilized, seeded and mulched at the discretion of the ENGINEER in
accordance with these documents.
FERTILZATION
A. All areas to be seeded shall be fertilized. Fertilizer shall be incorporated into the
top four inches ofsoil as part ofthe seed bed preparation prior to seeding. Delay
mixing of fertilizer if seeding will not follow within a few days.
B. Fedilizer shall be applied in a dry form in a manner to assure uniform distribution.
The application rate shall be 150 pounds per:rcre or 3.5 pounds per 1000 square
feet.
C. Fertilization shall not be undertaken in adverse weather and unsuitable ground
conditions. Examples of these respective conditions may be wind, precipitation,
frozen and untillable ground or conditions detrimental to the effectiveness of the
application. In cases where work progress is stopped due to the these conditions,
fertilization will begin again when the appropriate conditions exist. The
application will begin again with a reasonable overlapping of the previously
applied area.
SEEDING
General
l. Seeding shall not be undertaken in adverse weather and unsuitable ground
conditions. Examples of these respective conditions may be wind,
precipitation, frozen or untillable ground or conditions detrimental to the
effectiveness of the application.
2. In no case shall seeding occur within 30 days of the application of a
chemical weed control zubstance.
3. Do not use wet seed or seed that is moldy or otherwise damaged in transit
or storage.
4. Upon completion of seeding apply mulch as described below. Seed and
mulch are not to be applied as a one-step process.
32 90 00 SEEDING
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3.4
3.5
B. Seeding shall be resticted according to the following time table:
l. *Spring tlraf' shall be defined as the earliest date in a new calendar year
in which seed can be buried ll2 nch into the surface soil through normal
drill seeding methods. "Consistent gound freeze" shall be defined a that
time during the fall months in which the surface soil, due to freezing
conditions, prevents burying the seed ll2 nch through normal drilling
operations.
2. Seeding shall not be performed outside the above time periods except by
written permission of the ENGINEER.
C. ApplicationMethod
l. All seeding shall be installed by the hydraulic method in accordance with
the rate described above.
MI.JLCHING
A. Wood fiber mulch shall be applied at the rate of 1.5 tons / acre to all seeded areas
unless otherwise shovm on the Drawings.
MAINTENANCE
A. Immediately after the completion of seeding, the CONTRACTOR shall water the
seeded areas sufficiently to a depth of two inches, and in such a manner so that
erosion does not take place and gullies are not formed. The surface shall be
wetted twice at three day intervals following completion of the above. The
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Elevation Sprine Seeding Fall Seedine
Below 6000'SpringthawtoJune l5th September lst until
consistent gound freeze
6000'to 7000'Spring thaw to JuIy lst August l5th until
consistent gound freeze
7000'to 8000'Spring thaw to July l5th August lst until
consistent Ftround freeze
Above 8000'Spring thaw until
consistent glound freeze
Spring thaw until
consistent grcund freeze
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32 90 00 SEEDING
3.7
3.8
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CONTRACTOR shall fertilize the seeded area once a uniform stand of grass has
been established.
B. Seeded areas shall be maintained until there is acceptable uniform plant growth.
Areas that are not producing a uniform plant growth within five weeks following
seeding shall be reseeded. Acceptable unifomr plant growth shall be defined as
that time when the scattered bare spots, not greater than one square foot in area,
do not exceed three percent ofthe seeded area. However, for seeded areas under
irrigation, it shall also include the producing ofa uniform plant growth to a height
of two inches.
C. Areas that are seeded late in the fall planting season which are not producing
acceptable rmiforrn plant growth, as described above, shall be reseeded during the
following spring planting season. If such a condition exists, and the
CONTRACTOR bas diligently, in the opinion of the ENGINEER, pursued the
performance of his work, ths OWNER at his option, may extend the contract
completion date and reduce contract retainage. Retainage may be reduced to less
than five percent of the total contract amount, but shall be at least two times the
estimated cost of obtaining the required growth in the indicated areas, plus areas
which are susceptible to damage by winter kill, washout or other causes.
3.6 EROSIONCONTROLBLANKETS:
A. Unless otherwise shown in the Drawings install erosion control blankets where
slopes are stepper than 3 (H) to l(V).
B. Install the blanket in accordance with the manufacturer's written directions.
CLEANUP AND PROTECTION
A. During seeding, keep roadways clean and work area in an orderly condition.
B. Protect seeded slopes steeper than 3 horizontal to I vertical against erosion with
erosion netting or other methods acceptable to the ENGINEER.
C. Protect seeded areas from damage due to CONTRACTOR operations and
trespassers. Maintain protection during installation and maintenance periods.
Treat, repair, or replace damaged seeded areas as directed.
INSPECTION AND ACCEPTA}ICE
A. Seeding may be inspected for acceptance in portions as agreeable to ENGINEER,
provided each portion of work oflered for inspecfion is complete, including
maintenance.
SEEDING32 90 00
B.
C.
When inspected seeding does not comply with requirements, replace rejected
work and continue specified maintenance until reinspected by ENGINEER and
found to be acceptable. Remove rejected materials promptly from project site.
All plant material and work accomplished under this Section shall be guaranteed
to provide a uniform stand of grass acceptable to the OWNER at the end of a one-
year time period from the completion of seeding. The CONTRACTOR shall also
remove any non-pennanent devices placed for erosion contol at the end ofthe
one-year time period unless otherwise directed by the ENGINEER
EIID OF'SECTION
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t32 90 00 SEEDING
I 10-2743
r SECTION 33 05 13
UTILITY MANHOLES
I PART1 GENERAL
I I.I WORK INCLUDED
I A. Fumish and install precast concrete manhole base, sections, adjusting rings, steps,
I and manhole ring and cover, complete.
I 1.2 QUALITY REFERENCESr
. A. American Society for Testing and Materials (ASTM)
r l. ASTM C 150 - Portland Cement
I i fiitr ""'::,:xfl'I:il'"'';',::ffi::YH"l;f,:"lH:,n"oes and
t 1.3 Sr_]BMTTTALS
I A. Submit manufacturer's technical descriptions of manhole sections, steps, rings,
I waterstop gaskets and covers.
I PART 2 MATERIALS
I 2.1 PRECAST MANHOLE SECTIONS
I A. Precast reinforced concrete manhole top sections shall be produced using Type tr
Podland cement and be fabricated in accordance with ASTM C 478.
r B. Manhole sections shall be clearly marked with the information speci{ied for
product marking in ASTM C 478.
' 2.2 MANHOLEFRAMES AND COVERS
I A Y#H fffi.il:-::;? ;lt i*,'"'l",TTi.i'*ffn"iii,"3';ilf,'ll:'::
approved equal.
B. Frost proof covers if required shall D & L Model A-1019 with closed pick hole or
approved equal. The ring and cover shall conform to ASTM A48-83 Class 35B.
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I 330513 UTILITYMANHOLES
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2.4
2.5
r 0-2743
2.3 MANHOLE STEPS
A. Manhole steps shall be pollpropylene and be cast into the manhole wall at the
same time the manhole section is cast.
B. The manhole steps shall be approximately nine inches wide and 13 inches long
and weigh approximately two pounds.
C. The steps shall located no more than 28 inches from the top of the finished
marfiole nor more than 18 inches from the floor and be spaced no greater than 12
inches apart.
D. The step shall have a skid-resistant surface and be desigrred mechanically to
prevent sideslip.
JOINT SEALERS
A. Flexible plastic sealant, RAM-NEK, or equivalent, is required for all horizontal-
mating surfaces between precast top sections and precast slab tops of meter vaults.
JOINTS
A. All precast concrete joints shall be made with a preformed joint sealer.
B. All joints that are made with the joint sealer shall also be pointed with mortar on
the inside of the section.
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Mortar used in jointing precast concrete manhole sections shall be
composed of one part Portland cement and not more than three nor
less than two parts of fine aggregate. Portland cement shall mect
the requirements of ASTM C 150, Type tr.
Hydrated lime or masonry cement shall not be used.
Fine aggregate shall consist of well-graded natural sand having
clean, hard, durable, uncoated grains, free from organic matter, soft
or flaky fragments or other deleterious substances such as calcium
chloride. The fine aggregate shall be thoroughlywashed and shall
be uniformly graded from coarse to fine with a minimum of 95%o
passing the #4 sieve and a maximum of 7Yo passing the #100 sieve.
All mortar shall be fresh for the work at hand.
Mortar that has begun to set shall not be used.
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33 05 13 UTILITYMANHOLES
I t0.2't43
I 2. Joint Seals
1; a. Precast concrete manhole section joint seals shall meet the
I requirements of SECTION 33 05 14 - JOINT SEALERS FOR
PRECAST CONCRETE MANHOLES.
I 2.6 WATERSTOP GASKETS
I A. Hamilton Kent or approved equal.r
, PART3 EXECUTION
I 3.I GENERAL
I A. The manhole shall be constructed on a properly compacted subgrade and in such ar manner that the center of the manhole coincides with the intersection of the
projected centerlines ofthe inlet and discharge pipelines.
B. The surface shall be level to permit proper construction of the riser sections.
t C. Changes in size and grade of channels for gravity pipelines such as sanitary
sewers, shall be made gradually and evenly using concrete made with ASTM C
I 150, Tlpe tr Portland cement. The invert channels may be formed directly in the
I concrete manhole base or may be constructed by laying sewer pipe through the
manhole and cutting out the top half of the pipe after the concrete has cured and
I reached design strength. The floor of the manhole outside of the channels shall
I slope upward from the springline of the pipeline to the wall of the manhole at not
less than one inch per foot nor more than two inches per foot.
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3.2 PLACEMENT OF PRECAST CONCRETE BASE AND RISER SECTIONS:
A. Sections
1. Set the base and each manhole riser section such that the manhole will be
plumb.
2. Use sections of various heights to bring the ring and cover to the proper
grade.
3. The last riser section prior to placement of an eccentric cone or flat top
shall be the shortest available but in no case sreater than 24 inches in
height.
B. Joints
33 05 13
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l. Sections shall be clean and dry.
UTILITYMANHOLES
lo-2743 It
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2.
3.
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3.4
Mortaring ofjoints shall not be performed when the temperature of the air
or section will be below 35" F when placing and curing unless
supplemental heat is used to keep the sections warm and mortar from
freezing.
Using Joint Sealer
a. The mating surfaces of the two sections to be joined shall be
thoroughly cleaned.
b. Apply the joint sealer to the seat of the base or riser section that is
already in place.
c. Only one joint is permitted in the sealer. Overlap the ends of the
sealer six inches.
d. Carefully lower the second precast concrete section onto the first
section so that the joint sealer compresses forming a uniform seal.
e. Each succeeding precast section shall be jointed in a similar
manner.
C. Lifting Holes
l. Fill all lifting holes with mortar.
REPAIR OF IMPERFECTIONS IN SECTIONS
A. Imperfections in the precast concrete manhole base or sections shall be reviewed
by the ENGINEER prior to rePair.
B. 'The CONTRACTOR shall submit repair materials
ENGINEER for review and aPProval.
ADruSTING RINGS, RING AND COVER INSTALLATION
A. Install ring and cover on one or maximum of two precast concrete adjusting rings.
Each adusting ring shall be a maximum of 8-inches high. Adjusting rings shall be
placed similar to the precast concrete manhole rings, i.e., thoroughly cleaned and
placed with mortar or joint sealer.
B. The total allowable height of adusting rings, ring and cover shall be one inch less
than the manufacturer's shortest precast concrete riser section.
C. Unless otherwise indicated in the Drawings, set the top of the adjusting rings such
that no part ofthe cast iron ring and cover will project above a point % inch below
the finish surface of pavement.
and methods to the
33 05 13 UTILITYMANHOLES
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3.5 PrPE CONNECTTONS
A- The manhole shall be thoroughly bonded to the barrel of the pipe and all
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connections with pipe shall be made without projections or voids.
B. All pipe shall have a Hamilton Kent (or approved equal) water stop gasket applied
I around the pipe. The joint between the pipe and manhole wall shall be sealed
t with a non-shrink grout.
I 3.6 ACcEPTANCB
A. Each manhole shall be watertight from infiltration and exfiltration of water.
!t B. When required by the ENGINEER, manholes shall be pressure tested by filling
I ;i*Jifi ;: *"J:x#,r;J::ii"ff;':;:il:.ffrs:1""wa'le*igh'{ness
r C. The CONTRACTOR shall inspect and repair all visible leaks and damp spots.
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sEcTroN 33 0514
JOINT SEALERS FORUTILITY MANHOLES
PART1 GENERAL
t l.l WORKTNCLUDED:
I A. The CONTRACTOR shall fumish all labor, tools, equipment and install joint
I sealer for precast concrete manholes and roof slabs where shown in the Drawings
and as specified herein.II 1.2 QUALITY STANDARDS:
I A. American Association of State Highway and Transportation Officials (AASHTO)r
- 1. AASHTO Ml98 - Joints for Circular Concrete Sewer and Culvert Pipe
r Using Flexible Watertight Gaskets
1.3 STJBMITTALS:
t A. Gasket Material
-I B. MSDS Sheet
a C. Manufacturer's installation instructions
I D. Primer
IT PART2 MATERIALS
I 2.r GENERAL:
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A. Joint sealer shall be preformed, plastic gasket with hydrocarbon resins and inert
t mineral filler, in accordance with AASHTO M198, Type B.
, 2.2 PRMERS:
r A. Primers shall be used when recommended by the joint sealer manufacturer.
I 23 ACCEPTABLEMANUFACTURERS:I
a K. T. Snyder - Ram-NekIr B. Hamilton-Kent - Kent-SealNo.2
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33 05 14 I JOINT SEAIERS
. FORUTILITYMANHOLES
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C. Sheller-Globe - Tac-Tite
PART3 -EXECUTION
3.I PREPARATION:
A. The CONTRACTOR shall clean the concrete surfaces in accordance with the
manufachuer's recommendations.
B. Mask edges, ifrequired, to protect adjoining surfaces and produce a straight finish
line.
C, If required by the manufachuer, prime concrete surfaces with the recommended
primer. Install bond breaker tape as required by the manufacturer to ensure that
the sealant will perform properly.
3.2 APPLICATION:
A. Apply the sealant in continuous beads without open joints, voids or air pockets.
Remove excess sealer promptly as work progresses and clean adjacent surfaces.
B. Apply the sealer in accordance with the manufacturer's printed instructions and
specifications.
END OFSECTION
JOINT SEALERS
FOR IJTILITY MANHOLES
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t33 05 14
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Ir' ' ITTILITY $ltrfittttilllT^c rAPE
PARTI GBNERAL
I r.r woRK TNCLUDED
I A. The CONTRACTOR shall fumish and install detectable 6-inch wide underground
t Hlrr:l;*rg
tape for all water and sanitary sewer pipelines regardless of pipe
I r.2 e'ALTTYREFEREN.ES
I A. American Public Works Association (APWA)
r l. APWA Recommended colorcode
I B. US Department of Transportation, Materials Transportation Bureau, Office of
Pipeline Safety (USAS)
I I . USAS code for pressure piping B3l .8 paragraph 192321 (e).
I i C. American Society for Testing and Materials (ASTM)
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882 - Test Methods for Tensile Properties of Thin Plastic
I 2. ASTM D 2103 - Specification for Polyethylene Film and Sheeting
3. ASTM D 2578 - Test Method for Wetting Tension of Polyethylene and
t Pollpropylene Films
I.3 SUBMI'I-TALS
r A. Product data sheets
T PART 2 MATERIALs!
2.1 REINFORCED DETECTABLE TINDERGROUND WARNING TAPE
- A. Detectable tape shall have a 35-gauge (0.00035-inch) solid aluminum foil core
I with permanent printing under a protective layer to maintain the integrity and
r legibility of the text. The foil shall be visible from both sides.
- B. Tape shall consist of a nominal 5 mil (0,005-inch) overall thickness.
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I :. os26 1 UTILIry WARNING MARKING TAPE
05-2446
C. Bottom layer shall be warp oriented, coated and closed cross-woven, ultra high
molecular weiglrt, and 100% virgin polyethylene'
2.2 PHYSICALPROPERTIES
Property Method Value
Thickness ASTM D2IO3 05.0 mils (nominal)
Tensile Sfength ASTM D 882 35 lbVin. width (13,570 psi)
Elongation ASTM D 882 <80Yo
Printability ASTM D2578 > 45 dynes/crnz
2.3 COLOR CODE
Utility Color
Electric Safe8 Red
Gas, Oil, Hazardous Materials Hieh VisibilityYellow
Communications - telephone S44 !ab!g Safety Alert Orange
Water - potable and non-p!4bls-Safety Precaution Blue
Sanitary Sewer Safetv Green
ACCEPTABLE MANUFACTURER / MODEL
A. Pro-Line Detectable Underground Waming Tape manufactured by Empire Level
or equivalent.
B. The tape is available from Hughes supply colorado, and Telephone 303-394-
0000
TAPE WIDTH AND TEXT
Width (inches)Message Color
6 CAUTION WATER LINE
BURIED BELOW
Safety Precaution Blue
6 CAUTION SEWER LINE
BURIED BELOW
Safetv Green
6 CAUTION ELECTRIC LINE
BURIED BELOW
Safety Red
6 CAUTION GAS LINE
BURIED BELOW
High Visibility Yellow
6 CAUTION TELEPHONE
LTNE BURIED BELOW
Safety Alert Orange
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2.6
33 05 26 UTILITY WARNING MARKING TAPE
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I ) PARr3 Ex'curroN
I 3.1 TNSTALLATI'N
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A. Install tape 18 inches below grade.
B. Overlap tape six inches. No more than two splices (overlaps) me permitted in 200
feet. No piece shall be shorter than 50 feet.
C. Tape shall be continuous along the pipe.
I D. Place tape in horizontal plane to facilitate reading of text.
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END OFSECTION
3 UTILITY WARNING MARKING TAPE
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r \ SECTION 33 l0 00
WATER DISTRIBUTION
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PARTI GENERAL-
I I.OI DESCRIFTION
I A. Work tncluded: Excavation, backfill, bedding, and installation of pipe, valves, fittings, fire
a hydrants, vaults, service lines, curb stops, valve boxes, pressure reducing valves, meters. and all
necessary appunenances-
f B. Related Work:
1. Site Clearing: Section 02 40 00
I 2, TopsoilandRevegetation: Section329000
I C. Definition:
a 1. Trench Excavation: Excavation ofall material encountered along trench other than rock
, excavation,
2. Rock Excavation; All solid rock formations which cannot be reasonably broken by a
t backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force of
35,000 lbs. each, and requiring drilling and blasting.
t D. Eagle River Water and Sanitation District Specifications: All work shall conform to the standardI specifications for water lines as adopted byEagle River Water and Sanitation District.
I r.o2 suBMrrrALSt
A- Submit shop drawings or product data showing specific dimensions and construction malerials
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l. Valves and Valve Boxes
t 2. Fittings
- 3. Fire Hydrants
I 4. Vauhs
I 5. Service Lines
r 6. Meters
" I B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilizalion rnaterials,
concrete mix design, and compression test.
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I 33 10 00 I Water Distribution
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Permits: Submit copies of all permits issued for project.
Certificates: Submit copies of acceptance from Health Department prior to placing water system
in service.
1.03 JOB CONDITIONS
PART2
Environmental Requirements: Except by specific written authorization, cease concreting when
descending airtemperature in shade and away from artificial heat falls below 35 degrees F and
there is frost in subgrade. When concreting is permitted during cold weather, temperature of mix
shall not be less than 60 degrees F at time ofplacing.
PRODUCTS - All meterials shall conform to the local water district's specilications
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2.OI PIPE AhID FITTINGS
All ductile iron pipe and fittings used shall meet the latest AWWA Specifications.
A. Pipe
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2.
Ductile Iron Pipe: AWWA Cl5l, working pressure 350 psi, rninimum thickness class
52, with cement-mortar lining, AWWA CI04. Bituminous outside coating one mil thick.
Pipe joints, push-on type utilizing rubber ring gasket AWWA Cl1l.
Polyvinyl Chloride Pipe and Couplings: AWWA C900, working pressure 200 psi, with
push-on joints ASTM Dl 869. six inch (6"), eight inch (8") and twelve inch ( 12) PVC
water lines shall be Class 200 dimension ratio 14 (DR l4). PVC pipe may be used only
in conosive areas and in the Edwards Metropolitan District provided the static water
pressure does not exceed 170 psi. Installation ofPVC pipe in corrosive areas must have
prior written authorizations from the District.
Steel Pipe: All steel pipe and fittings shall be fabricated in accordance with AWWA
C200 Standard for Steel Water Pipe-eight inches (8') and larger-and AWWA M-l I Steel
Pipe Manual. Working pressure shall be 350 psi.
All material used shall be acceptable under ASTM 4'283 Standard Specification for Low
and Intermediate Tensile Strength Carbon Steel Plates of Structural Quality or ASTM
A36 Standard Specifications for Structural Steel.
For mill-type pipe, all material used shall be acceptable under ASTM A53 Standard
Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless.
All fittings shall be fabricated from tested pipe and dye checked in accordance with
AWWA C208.
All steel pipe and finings shall be prepared, primed, lined, coated, painted or wrapped as
hereinafter specified:
a. Exterior Surfaces - Tape coating system conforming to AWWA C209 andC2l4.
b, Inlerior Surfaces - Cement-mortar lining conforming to AWWA C2O5-
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I33 l0 00 Water Distribution
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2.02 VALVES
4. HDPE Pipe: With authorization from the engineer and approval by the District, this pipe
may be used as an alternative in those applications where "hot soils" are determined to be
found.
5. FittingB: Fittings shall be made of ductile iron and in accordance with the requirements
of AWWA C153, pressure rating 350 psi. Mechanical joints shall conform to AWWA
C I I I . Bolts and nuts shall be low-alloy steel. All fittings shall be cement-mortar lined,
AWWA C104. Bituminous outside coating shall be a minimum of one-mil (l) thick.
6. Joint Resfaint Devices: Joint restraint devices shall be made of ductile iron. Twist-off
nuts, sized the same as the tee-head bolts, shall be used to ensure proper actuating of
restraining devices. Joint reshaint devices shall be EBAA lron, Inc., Megalug Series
I I 00 or I 700 or Uni-Flange Corp. Series 1400 for new pipe restraint and EBAA Iron
Sales, Megalug Series I l00SD or 1100t{D or Uni-Flange UFRI300-C or UFR1390-C
for existing pipe restraint or accepted equal.
7. Solid Sleeves: Solid sleeves shall be made of ductile iron, mechanical joint, long body.
Sleeves shall have a minimum pressure rating of 350 psi. Where a solid sleeve is used to
join two pieces ofpipe ofthe same diameter, a "wedding band" is to be inserted between
the two pipes inside of the solid sleeve.
8. Tapping Sleeves: Wet taps shall only be made with the use of a tapping sleeve. The
District will allow epoxy-coated Smith Blair 620, Mueller H304, ICM 412 or equivalent.
No tapping sleeves will be allowed for any application with a working pressure of 150
psi or higher. For those applications where working pressure exceeds I 50 psi, the District
will require the use of a tee.
Fittings
Fittings shall be ductile iron and in accordance with the requirements ofAWWA C153, pressure
rating 350 psi. Mechanical joints shall conform to AWWA Cl I l Bolts and nuts shall be low-
alloy steel. All fittings cement-mortar lined, AWWA C I 04. Bituminous outside coating one mil
rhick.
The valves shall be the same size as the main.
Gate Valves
Gate valves shall be Mueller 4,-2360, Waterous AFC-2500 orU.S. Pipe Metroseal with an epoxy-
coated interior and exterior cast iron or ductile iron bodl pressure rating 250 psi, bronze-
rnounted, AWWA C509. Resilient seat (wedge) rubber encapsulated gate, flanged or mechanical
joint as required. Valves with ring stem seal, two-inch (2') square operating nut, open left must
be used. Resilient wedge gate valves on all pipe sizes up to and including l2 inches are required.
Direction ol'Opening: All valves are to open left.
33 l0 00 Water Distribution
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Specifications:
Gate valves in sizes through twenty-four inches (24') shall be ofthe iron body, non-rising bronze
stem, resilient seated wedge type manufactured to equal or exceed ANSVAWWA Standard C509-
80 and the specific requirements outlined in these Special Provisions.
Valves shall have a bottle-tight working water pressure of 250 psi with zero leakage and be
capable offlow in either direction.
End connections shall be mechanical joint and shall be furnished with all necessary joint
materials.
Valve openings shall be fumished and installed with valve stacks and covers in accordance with
locate water district specifications.
Valve body, bonnet, stuffrng box and disc cast shall be manufactured ofeither gray or ductile iron.
The exterior of the valve shall have epoxy coating per AWWA standards, applied to the ferrous
parts of the valve, except for finished or seating surfaces.
All intemal ferrous metal surfaces shall be coated with a two.part thermosetting epoxy coating.
The coating shall be non-toxic, impart no taste to water, protect all seating and adjacent surfaces
from corrosion and prevent build-up of scale or tuberculation.
The valve shall be structurally aesigneO so that if excessive torque is applied to the stem in the
closing direction, with the disc seated, failure of the pressure retaining parts does not occur. Stem
failure under such conditions shall occur extemally at such a point as to enable the stem to be
safely turned in the opening direct by use of a pipe wrench.
Valve Boxes
Valve boxes shall be Tyler 6668-2. All buried valves shall be provided with a six-inch (6")
cast iron, valve box, screw type. The valve box shall be of a design which will not hansmit
shock or stress to the valve and which shall have enough extension capability to be raised to
final street grade. The valve box shall be cast iron, adjustable screw type, with minimum five-
inch (5') diameter shafl provided with cover, marked *Watef'.
Pressure Reducing Valves
All pressure reducing valves shall be CLA-VAL 92G-0IABXCKDS as appropriate and
determined by the Engineer. In addition, the PRV is to have the following features:
l. Pressure reducing pilotry with pressure control ranges for correct valve operation where
installed. Pilot material shall be bronze body only, brass and stainless-steel him. Tubing
shall be copper.
2. Epoxy coated interior and exterior suitable for potable water contact-
3. Dura-clean stem design shall be installed.
4. Valve opening shall be regulated by means ofa "speed control valve" for flow control.
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5. Ductile iron, globe body, minimum 150-pound ANSI flanges or as may be required by
system pressures, bronze trim.
6. Pilotry flow-clean strainer and minimum of three (3) pilot cocks.
D. Pressure Reducing Valves-Bypass Line
The PRV shall be CLA-VAL 904 I valve, sized appropriately to allow low flow to blpass around
the main PRV. The valve shall have a ductile iron globe body with screwed ends. Pilotry is to be
equipped with a flow wye strainer and isolation cocks.
E. Air ReleaseAy'acuum Valves
Shall be an APCO air vacuum combination valve sized by the engineer as manufactured by Valve
and Primer Corporation or an equivalent valve that has been approved by the local water district.
The valve shall have a cast iron body, cover and baffle with a stainless-steel float. The seat shall
be fastened into the valve cover, without distortion and shall be easily ranoved, if necessary. Air
release/vacuum valves shall be installed at all high points in the system on any main line
extensions.
F. Check Valves
Golden-Anderson Silent Check Valve (Figure 280). Bronze mounted, AWWA C508. High
strength cast iron gate with bronze gate ring. Bronze, back-faced seat ring. Solid bronze Y-
shaped hinge.
2.03 FIRE ITYDRANTS
A. Fire hydrants shall be Mueller Centurion .4,423 which conform to AWWA Standard C502 with a
working pressure of 250 psi. They also shall be six-inch (6") mechanical joint inlet, minimum 5 %
inches, compression-t1pe main valve lhat closes with pressure, two 2Yzhose nozz)es, one 4%-inch
pump nozzle, nozzle threads ANSI 826. Nozzles must be easily replaceable in the field with
standard tools. Operaling and cap nuts must be I %-inch, Number l7 National Slandard hex main
valve which open to the LEFT. An arrow cast on top ofhydrant shall indicate direction opening.
These shall be a breakable section that permits clean break at or near ground level, preventing
water loss in case of breakage, Working parts must be rernovable for maintenance or repair
without excavation. Also required are operating mechanism non-wetting, oil reservoir lubricated,
with O-ring seals and barrel drain bronze mounted with at least two (2) outlets, which operate
automatically with main valve. Fire hydrants must be installed at the end of all main lines. Finish
grade ofthe fre hydrant shall be twelve inches (12') below the flange for frnal grade and paving
inspection.
B. Fire Hydrant Extensions
New lnstallations: All new installations shall be instalted at the standard 7-foot to 9-foot ofcover
measured from the top of the pipe to finish grade. All fue hydrants shall consist of a single solid
shaft. No fire hydrant extensions will be allowed. Any special circumstance will require written
approval from the local water district prior to installation.
Existing Fire Hydrants: No more than one ( I ), two-foot (2') long, fire hydrant grade extension
33 l0 00 Water Distribution
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(extension section) shall be used or installed on fire hydrant assemblies.
All hydrants shall be installed with a guard valve to isolate the hydrant for repair while
maintaining service to main. No service line taps will be allowed between the guard valve and
hydrant. Guard valves shall be installed on the tee off of the water main.
The maximum distance from the guard valve to the fire hydrant shall not exceed fifty fet (50')
Fire hydrants shall be installed at the end ofall dead-end mains.
C. Fire Hydrant Marker Flags
Install fire hydrant marker flags for all newly constructed fire hydrants. The required flat is a
Nordic Flex Flag, FF2-72 inches.
SERVICE LINES
A. CopperTubing
Tlpe "K", ASTM 888. Connections to be compression or silver soldered.
B. Corporation StoPs
Mueller 300 Ball Valve No. 8-25008 or 825028, AWWA C800. All brass construction with
compression connection.
McDonald No. 4701 BT ot 4704 BT' AWWA C800.
Ford cclcomp FB-1000-G
Ford IPS/comp FB-l 100-G
C. Curb Stops
Mueller 300 Ball Curve Valve No. 25209, Ford 844 with compression connections, AW-WA C-
800.
McDonald Ball Cwb Valve - 6100 T, AWWA C800.
D. Curb Boxes
For curb stops up to l": Mueller Hl03 l 4 with 89982 lid or McDonald 560l with 560lL lid. For
curb stops larger than l ": Mueller H103 14 with 89982 lid and Tyler 6500 Series Enlarged
Base #144809 or McDonald 5603 with 5601L lid. Shaft diameter shall be l" and the top of the
shaft shall be a minimum of l8' from final grade and lid.
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Saddles
Ductile Iron Saddle: Mueller DE2A, JCM-402, Smith & Blair 313, Ford F202,McDonald 3825,
3826 or equal and approved by the District. The saddle must have a double flat strap design with
ductile iron bodv. Said saddle must conform to AWWA C800.
Mf,TERS
Rockwell SR Compound Meter
B.
c.
All services are required to have a positive displacement Rockwell meter with ECR touch-read
pad. Conformance per AWWA C702 Standard for Cold Water Meters - Compound Type.
l. sR
2. SR2
3. Compound
4. Meter type will be determined by the District.
Installation must be in freeze-proofl accessible area.
A telephone jack must be installed within five feet (5') of the meter'to provide for future
automated meter read in g.
Installation will be near floor level in a horizontal position. Isolation valves shall be located
before the PRV and after the meter (i.e. valve, PRV, meter, valve).
Customer shall install wire from meter location to touch-read pad prior to meter installation.
Touch-read pad will be located on sheet side of building, five feet (5') above the ground in an
accessible location free from snow.
Master Meter Vaults: All master meter vaults will be required to have a six inch (6") Rockwell
turbine meter with a two inch (2") positive displacement low flow meter. The Contractor will be
required to submit a piping schemaric to the District and Engineer prior to any installation. Refer
to Details for additional information.
D.
E.
F.
33 l0 00 Water Distribution
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BEDDING
Two types of bedding material are allowed: Screened rock and soil or select imported material,
meeting the following gradation specification table:
Sieve Size Total Percent Passing by Weight
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Screened Rock
| %inch maximum, and 100
maximum of l0% of pipe
diameter to % inch
Soil or Select Import
100
No.4
No.200
Minimum Compaction
Requirement
0tol0
0to5
30 to 100
0to50
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Tamp to spring line to 90% of Standard Proctor
fill voids below pipe placed at +/- 3% of Optimum
haunches Moisture
The maximum particle size of pipe bedding should generally not exceed lYz inches or l0 percent of the
nominal pipe diameter, wbichever is less. Bedding for small pipe such as service lines should generally
have a maximum particle size not exceeding % inch. Bedding materials shall be fiee of topsoil, organic
material, frozen matter, debris, or other deleterious material'
Screened rock used for waterline or sewer pipe bedding should be crushed, angular material that meets
the requirements of ASTM D 2321, Class IA bedding material. The material should have not more
than l0 percent passing the No. 4 (4.75 millimeter) screen, and less than 5 percent passing the No. 200
(75 micrometer) screen. The bedding should be tamped under the haunches ofthe pipe to spring line.
Where future excavation is anticipated, the sloughing properties of screened rock when unconfined
should be taken into consideration. The District may require soil or select import. Where groundwater
may be present, the potential effects ofgroundwater interception by the bedding material should be
considered. Groundwater interception may be conholled by: constructing check dams with low
permeable material at intervals in the bedding; providing drainage to daylight at intervals along the
pipe; substituting low permeable bedding; or a combination of these'
Compacted pipe bedding should meet the requirements of ASTM D2321, Class IB, Class lI, or Class
III bedding material. The material should have a minimum of 30 percent passing the No. 4 screen and
less than 50 percent passing the No. 200 screen. Class 6 aggregate base course per CDOT Table 703.2
conforms to this gradation criteria. The bedding should be compacted to a minimum of 90 percent at
+/- 3 percent of optimum moisture content, referencing Standard Proctor (ASTM D698, AASHTO
T99). Material containing l0 to 30 percent passing the No. 4 screen can be used with the following
considerations: materials in tbis range can be expected to possess properties similar to screened rock
except that compaction will be required and materials in this range may be too free-draining to be
testable for compaction by ASTM D698.
Flow-fi|I, at/z sack (50 pounds) per cubic yard lean concrete mix as defined in the CDOT 1999
Standard Specifications for Road and Bridge Construction, Section 206.02, may be used as bedding
where a combination of ease of placemenl, low permeability, and unconfined stability is desired.
33 l0 00 Water Distribution
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I Addirional Requircments:
Bedding materials shall be free of topsoil, organic materials, frozen matter, debris, or other deleterious
materials.
f -Flow-fill as specified by CDOT 1999 Standard Specifications, Section 206.02, may be used withI District approval.
r. -Ductile Iron Pipe may be required to be encased in loose polyethylene in conformance with
I ANSVAWWA Cl05/A21 .5 installation methods, unless site soils and proposed bedding materials are'r determined to be non-corrosive to iron pipe when evaluated according to Appendix A of
ANSyAWWA Cr05/A2t.5.
| -Materials not meeting these requirements shall be used only with prior written approval of the! District.
I In specific areas, such as where access is extremely limited, the use of on-site materials may be
f allowed, and, when used, must be on-site I 7: inches minus well-graded screened material, free from
organic materials, chunks of soil, frozen material, debris, or other suitable materials. Use of on-site
I bedding material must have prior written District approval.
I 2.07 TRENCH BACKFILL
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I Backfill with same materials excavated from work limits unless unsuitable. No boulders over six inches
(6") in diameter in top twelve inches (12") of trench. No backfill material with boulders larger than
I eighteen inches (18") in diameter shall be backfilled in the trench.
I 2.08 NON-DETECTABLE MARKING TAPE
I ' The installation of "blue" marking tape is required on all water mains and service lines. The tape shall be
installed approximately twenty-four inches (2') above the main or line. The tape shall meet the following
,t specifications:
I A. Four (4) mil thick PVC material.
I B. Solid "blue" color with black letteringI
C. Six inches (6") in width
I 2.09 CONCRETE MATERIAL
I A, General: AII materials shall be firmished from sources agreed to by the Engineer.
!B. Cement: ASTM C- I 50 for Portland Cement, Type II. Cement which has become partially set or
contains lumps ofcaked cement shall be rejected.r C. Aggregate: ASTM C33.
I D. Water: Water used in mixing or curing concrete shall be clean and fiee from oil, acids, salt. alkali,
or orsanic materials harmful to concrete.
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Water Distribution
2.IO CONCRETE MIX
Design Mix
1 . Proportions
Cement 5-ll2 sacks Per cubic Yard
Coane aggregate - 43%
Water - 5.5 gllons Per sack
Maximum size aggegate' 3 / 4"
Slump: 4" maximum
Str€nglh: Minimum 3,000 psi at 28 days
Air Content: 5o/o - 7o/o
B. Job-Mixed Concrete
Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers
Bureau of Associated General Contractors of America. Mixer shall be capable of combining
aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire
contents of drum before recharging. Continue mixing of each batch for not less than l0 minutes
after all materials are in drum.
C. Readv-Mixed Concrete
Proportioned, mixed and transported in accordance with ASTM C94. Any concrete not plastic
and workable when it reaches project shall be rejected'
2.II POLYETHYLENEENCASEMENT
A polyethylene encasement material shall be manufactured in accordance with AWWA Cl05, with the
foliowing additional requirements. The raw material used to manufacture polyethylene film shall be Type
l, Ctass A, Grade E-1, in accordance with ASTM D-1248.
2.12 THRUST BLOCKS AND AI{CHORS
Concrete thrust blocks and anchors shall be sized for the internal pipe pressure and soil bearing capacity-
Standard sizes and shapes of thrust blocks and anchors are shown on the details. No thrust block shall be
smaller than that size required for an eight inch (8") main.
Thrust reaction blocking shall be concrete of a mix not leaner than I part cement to 2-ll2 parts sand and 5
parts stone, and having a compressive strength ofnot less than 3000 P.S.I. after 28 days.
Megalugjoint restraint devices shall be used in conjunction with thrusl blocks.
AII thrust blocks shall be formed in accordance with the local water district's specifications. See detail.
The Water District shall inspect all thrust blocks'
2.13 PRESSUREREDUCERVAULTS
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All proposed installations shall be "factory-built" vault including tbe appropriately sized main line inlet
and outlet.
PRV installations shall include an appropriately sized manual bypass with an approved gate valve; two (2)
appropriately sized CLA-VAL Model 90G-01ABK pressure reducing valves with approved isolating gate
valves.
Af l vault installations shalt include a 120/240-volt power panel; all assembled, tested and painted.
Minimum dimensions of the vault shall be 7' (H) x 8' (L) x 6' (W), skid - mounted capsule witlt Bilco
Model MNB-50 access hatch, ladder, fluorescent light, gravity drain in sump, dehumidifier, 240 volt
heater, exhaust fan and two (2) magnesium anode packs. All proposed vault installations must be pre-
approved by the local water district.
2.L4 CASING SPACERS
Carrier pipes to be installed inside casings shall be installed with self-restraining casing spacers. Casing
spacers shall provide axial thrust restraint to prevent pipe joint separation during and after installation.
They shall also provide dielectric insulation between the carrier pipe and the casing and facilitate
installation ofthe carrier pipe into the casing.
PART3 EXECUTION
3.01 TRENCHING
A. Trench Excavation: Excavate to depths required. Confine excavation to work limits.
B. Rock Trench Excavation: Prior to removal, notiry Engineer of areas requiring rock excavation.
C. Blasting: In general, blasting will be allowed in order to expedite the work if a permit by the local
authority having jurisdiction granted. All explosives and appurtenances shall be transported,
handled, stored and used in accordance with the laws ofthe local, state and federal governments,
as applicable.
All blasting shall be controlled so as not to injure any existing structure or facility. The protection
of life and property and all liability for blasting shall be placed solely on the person or persons
conducting the blasting operation. The hours of blasting shall be in accordance wilh the permit of
the locat authority. Prior to blasting, provide minimum 24-hour notification to Engineer.
D. Trench Support: The trench shall be adequately supported and the safety of workers provided for
as required by the most recent standards adopted by the Occupational Safety and Health
Administration (OSHA) Standards Board. Sheeting and shoring shall be utilized where required
to prevent any excessive widening or sloughing of the trench, which may be detrimental to human
safety, to the pipe and appurtenances being installed, to existing utilities, to existing smrctures, or
to any other existing facility or item.
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UNSTABLE TRENCH BOTTOM AND EXCAVATION IN POOR SOIL
Ifthe bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders,
refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that cannot
satisfactorily support the pipe or structure then the Contractor shall firrther excavate and remove such
unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the
Engineer.
BEDDING
Install in conformance with drawings. PIace from minimum of4" below bottom of pipe to centerline for
entire width of trench.
PIPE INSTALLATION
A. General: Deliver, handle, store, and install in accordance with the pipe manufacture/s
recommendations and the applicable paragraphs of AWWA C600, AWWA C603, and ASTM
D2321.
Carefully examine all pipe and fittings for cracks and other defects. Groove in bells of ductile
iron pipe to be full and continuous or be rejected. Remove all foreign matter from interior and
ends of pipe and appurtenances before lowering into trench. Carefully lower all pipe, fittings,
valves, and hydrants into trench piece by piece to prevent damage to pipe materials, protective
.coatings, and linings. Do not dump into trench. If pipe cannot be lowered into trench and into
place witliout getting earth into it, place heavy, tightly woven canvas bag over each end and
leave in place until joints are made. During pipe laying place no debris, tools, clothing or
other materials in pipe.
Keep trenches free from water during pipe laying and jointing. Dewatering of hench considered
as incidental to construction an all costs included in contract prices. When pipe laying is not in
progress, close open ends ofpipe by watertight plug, or other means approved by Engineer,
B. Deflection of Pipe: Pipe deflections are discouraged. Do not exceed 507o of the deflection limis
for each type of pipe as recommended by pipe manufacturer.
C. Pipe Jointing
l. General: Cut pipe for inserting valves, fittings, or closure pieces in neat and workmanlike
manner with no damage to pipe or lining. Leave smooth end at right angles to axis of
pipe'
2. Mechanical Joints: Thoroughly clean last 8" of spigot and inside bell to remove oil, grit,
tar, and other foreign matter. Coat spigot and gasket with solution fumished by pipe
manufacturer. Slip cast-iron gland on spigot end of pipe with lip extension of gland
toward spigot end. Coat gasket with joint lubricant and place on spigot end of pipe to be
laid, with thick edge toward gland.
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I33 l0 00 tz Water Distribution
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Push entire section forward to seat spigot in bell ofpipe in place. Press gasket into place
within bell, even around entirejoint. Move ductile-iron gland along pipe into position for
bolting all nuts with suitable torque wrench. Alternately tighten nuts I 80 degrees apart to
produce equal pressure on all parts ofgland.
Pipe Size
Inches
J
4"-24"
Bolt Size
Inches
Range ofTorque
Ft.-Lb.
45-60
75 -90
3. Push-on Joints: Thoroughly clean exterior 4" of pipe spigot and inside ofadjoining
bell to remove all oil, grit, tar, and other matter. Place gasket in bell with large round
side of gasket pointing inside pipe bell. Apply thin film joint lubricant over gasket's
entire exposed surface. Wipe spigot end of pipe clean and insert into bell to contact
gasket. Force pipe into bell to manufacturels jointing mark.
4. Flanged Joints: Thoroughly clean faces offlanges ofall oil, grease, and other material.
Thoroughty clean rubber gaskets and check for proper fit. Assure proper seating of
flanged gasket. Tighten blots so pressure on gasket is uniform. Use torque wrenches to
insure uniform bearing. Ifjoints leak when hydrostatic test applied, remove and replace
gaskets and retighten bolts.
. D. Thrust Restraint: Concrete thrust blocks are required.
3.05 SANITARY SEWER CROSSING
A. Normal Conditions: Whenever possible lay water mains over sanitary sewers to provide vertical
separation of at least 18" between invert of water main and crown of sewer.
B. Unusual Conditions: If above separation cannot be met, use following:
1. Sewer passing over or less than 18" under water main. Install continuous watertight
pressure pipe C900 PVC or Yelomine until the water and sewer pipe are separated by
more than I 0 feet horizontally and or more than I 8 inches vertically transition couplings
to be I-IARCO or equivalent.
3.05 TAPPING PIPE
Use experienced workmen with tools in good repair and proper adapters for size of pipe being tapped.
Drilling and tapping machines proposed for tapping directly into pipe agreed to by Engineer. Iftap is
improperly installed with leakage around threads or, in opinion of Engineer, connection is substandard,
provide tap saddle at ContractorJ expense. If damage to pipe cannot be repaired by saddle, install
approved repair sleeve over injured portion and retap at Contractor's expense.
Install corporation stop and couplings, flanged coupling adapters, and sewice saddles to provide clean seat.
Wipe gaskets clean before installation. Flexible couplings and flanged coupling adapter gaskets may be
lubricated for installation on pipe ends. Install in accordance with manufacturer's recommendations.
Tighten bolts progressively from opposite sides until all bolts have uniform tightness. Use torque
wrenches or other approved equipment.
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I 33 l0 00 l3 Water Distribution
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3.07 SERVICE LINE
place true to line and grade in accordance with drawings, from main line to curb stop or meter, in shortest
direct route by continuous section of pipe with no splices. Locate 10'horizontally from all sewer lines.
Terminate near center of each lot or as shown on drawings'
3.08 VALVES AND HYDRANTS
Carefully inspect valve and hydrant before installation. Clean interior. Operate valve and hydrant to
determine parts in proper working order, with valves seating and drain valve operating properly. Set
plumb and securely braced into place.
Set hydrant with bury line at finish grade, with hose nozzles parallel to and pumper nozzle facing
pavement, at 1east 6" behind curb or sidewalk and 18" from property line or as shown on drawings.
lrovide drainage pit having 9 square feet of surface area and 2' of depth below seep hole. Backfill pis
with l -l /2" washed rock to 6" above banel drain hole. Provide thrust blockingatbowl ofeachhydrantas
shown on drawings. Do not obstruct banel drain hole. Hydrants and valves backfilled by installing l-1i2"
aggegate road base to subgnde. Valve boxes centered and plumb over the operating nut. Valve boxes
supporteO by bricks or other means to prevent any shock or shess transmitted to pipe or valve. Set valve
box covers tojust below subgrade level to prevent damage during construction ofsurfacing ifapplicable.
Adjust to grade ofsurfacing.
3.09 PLUGGING DEAD ENDS
Install standard plugs or caps at dead ends ofall fittings and pipe in accordance with drawings' lfdead
end is not to be exlended, place water service line as near dead end as practical.
3.IO VAULTS
Construct vaults to line and grade shown on drawings'
3.II CONCRETE WORK
A. placement: Place to required depth and width conforming to drawings. Place concrete as
uniformly as possible in order to minimize amount of additional spreading. Place and consolidate
with suitable tools to avoid formations of voids, honeycornb or pockets. Well vibrated and
tamped against forms.
B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with
or without additional cement, aggregate, or water. Provide concrete in such quantity as is required
for immediate use.
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I33 10 00 14 Water Distribution
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C. Curing: Protect against toss of moisture, rapid temperature change, from rain, and flowing water
for not less than two days from placement of concrete. lmmediately after frnishing, cover concrete
surface with curing medium which is applicable to local conditions as approved by Engineer'
Protect exposed edge of concrete slabs by removing forms immediately to provide these surfaces
with continuous curins treatment.
3.I2 BACKFILL
A. One Foot Over Pipe: Use bedding material for cover material and backlill by approved
mechanical methods. Cover material shall be clean soil, free from organic materials, chunks of
soil, frozen material, debris or other unsuitable materials. Place and compact starting at top of
pipebeddingextendingupwardstol'abovetopofpipe. Placeinlifutoadensityof85to90%,
AASHTOT99.
B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable
No boulders over 6" in diameter in top 12" trench. No backfill material with boulden larger than
I 8" in diameter. Carefully lower boulders larger than 12" in diameter into trench until backfill is
4' over top ofpipe.
3.13 COMPACTION
A. Demonstrate method of compaction. Engineer will test compacted demonstration section for
uniform density throughout depth ofeach lift. Alter construction methods until acceptable to
Engineer. Continue same procedure until significant change in soils occurs, or compaction is not
being achieved, then demonstrate new method.
B. Compaction requirements for all trenches:
l. Predominantly cohesive soils where AASHTO T99 procedures are applicable: Compact
uniformly throughout each liftto 95o/o, AASHTO T99. Moisture content shall be within
2% of optimum.
2, Predominately of rock, to I 8" in diameter: Place in loose lifts up to average rock
dirnension. Placing of occasional boulders of sizes larger than maximum layer thickness
may be agreed to by Engineer, provided material is carefully placed and large stones well
dishibuted with voids completely filled with smaller stones, earth, sand, or gravel. Level
and smooth each layer to distribute soils and finer fragments of earth. Wet each loose
layer as necessary to facilitate compaction prior to placing additional lifts.
3. Trenches outside road right-of-way: Compact to 95% AASHTO T99. Moisture content
shall be within2o/o of optimum.
3.I4 PAVEMENT REMOVAL AND REPLACEMENT
Score existing surface with a cutting wheel to create clean break line. Remove and dispose of existing
surface and aggregate base course. Leave 6" undisturbed subgrade lip on each side oftrench. After trench
has been backfilted and properly compacted, place aggregate base course in accordance with
permit requirements or minimum thickness in these specifications. Compact aggregate base course lo 950lo
AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in
these Specifications. Compact asphalt to 95% ASTM Dl559; consolidate concrele with vibrators.
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I 33 l0 00 l)Water Distribution
3.15 trIELD QUALITY CONTROL
A. Notiff Engineer at least 24 houn in advance of pipe being laid in any trench. Cover no pipes mtil
observed by Engineer. Notif Engineer at least 48 hours before pipe is to be tested.
B. Hydrostatic Testing
1. General: Make pressure and leakage tests on all newly laid pipe. Test two or more
valved sections not to exceed 1000 feet. Test first section of pipe laid to verifo if
watertight. Lay no additional pipe until first test section has passed tests. Fumish the
following equipment and materials for tests, unless otherwise directed by Engineer:
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I Suitable hose and suction pipe as required
2. Testing Procedure: Test each 1000 feet of line installed while trench is partially I
backfilled and joints are left exposed for examination for leaks. Do not conduct pressure
tests until 48 hours after placement of concrcte thrust blocks. After pipe has been I
partially backfilled, slowly let water into line. Vent to allow air in line to be released. I
Flush line as necessary for cleaning. Leave water in line for 24 hours prior to pressure
test. Test at I -112 times working pressure, calculated for low point of test section, or 150 rr
psi, whichever is greater. Valve offpump and hold pressure in line for test. Test for two I
hours or as agreed lo by Engineer. At end of test, operate pump until test Pressure is rt
again attained. Calibrate container of water for pump suction to determine amount of L
waterto rePlace leakage I
3. Leakage Allowance: Leakage is quantity of u,ater necessary to refill line at end of test
periodl No installation will -be accepted until leakage is less than:
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ALLOWABLE LEAKACE PER IOOO'OF PIPE IN GPH
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Avg. Test
Pressure
psi
200
175
t50
125
100
Nominal Pipe Diameter - in.
6810 12 18
0.64 0.85 I.06 1.2E l.9l
0.s9 0.80 0.99 I .19 r.79
0.55 0.74 A.92 l.l0 1.66
0.50 0-67 0.84 l.0l l.5l
0.45 0.60 0.75 0.90 1.35
*For pipe with l8'nominal lengths. To obtain recommended allowable leakage for pipe
wirh iri' nominal lengths, multiply the leakage calculated from the table by 0.9' If
pipeline under test contains sections of various diameters, allowable leakage will be sum
ofcomputed leakage for each size. Reduce allowable leakage ploportionately for sections
less than 1000 ft.
33 10 00 l6 Water Distribution
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3.T6 FLUSHING AND DISINFECTING
A. General: In accordance with AWWA C601. Acceptable chlorine disinfectants are calcium
hypochlorite granules and sodium hypochlorite solutions.
B. Chlorine-watersolutionmethod:
Chlorine Required to Produce 25 mglL Concentration
in 100 feet of Pipe - by Diameter
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Pipe
Diameter
In.
100 Percent
Chlorine
Lb.
.0r3
.030
.054
.08s
.r20
.217
I Percent
Chlorine Solution
Gal.
.16
.36
.65
1.02
1.44
2.60
A
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lnduce chlorine solution into pipeline at a continuous feed rate to attain a concenhation of25
Mg/L free chlorine.
C. Chlorination Test: Assure valves are closed on exising system io prevent chlorine solution
flowing into existing system. Retain 25 mglL chlorinated water in pipeline for minimum of 24
hours. During retention period operate all valves and hydrants to disinfect. At end of 24 hour
period, chlorine in system to be no less than l0 mglL throughout length tested. When section
being tested meets l0 mg/L chlorine after 24 hours, flush main. Water samples taken shall show
no coliform organisms. If water in pipe does not meet the goveming health agency requirements,
repeat disinfection procedure, at Contractofs expense, until requirements are met. Fumish
acceptance forms from goveming agency to Engineer.
3.I7 CLEANUP AND RESTORATION
Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other strucnlres
or surfaces to condition equal to or better than before work began, and to satisfaction ofEngineer. Deposit
all waste material in designated waste areas. Grade and shape disposal site. ComPlete topsoil and
reseeding of site, if required. Where disposal sites are not designated, remove and dispose of all waste
material off site.
END OF SECTION
33 l0 00 t7 Water Distribution
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1G2743
PART 1
SECTTON 33 1l 01
STEEL PIPE MORTAR/EPOXY LINED
AND ENAMEI-/TAPE COATED
GEI\ERAL
l.l SCOPEOFWORK
B.
This section of the specifications shall govem fabricating, fumishing and installing
mortar/epoxy-lined and enameVtape-coated steel pipelines and fittings including
desip and all appurtenant work.
Pipe desigrr criteria classes and loading conditions shall be listed on lhe Drawings.
These classes shall be utilized for all pipe designs as applicable. Each prpe
classification indicates the prpe diameter, extemal loadings and hydrostatic head as
applicable.
The prpe diameter is the finished inside diameter in inches.
No pipe shall be manufactured until all required Shop Drawings and design
calculations have been approved by the ENGINEER. No changes will be permitted
from the initial approved design unless unforeseen field conditions arise which
make such changes nec€sstry as determined by the ENGINEER. The
CONTRACTOR shall properly check and correct all shop drawings and data prior
to submission, whether or not prcpared by a subcontactor or supplier' Unchecked
submittals will be rejected.
In case of any conflict between AWWA or ASTM Standards or other references and
the Specifications and Drawings, the Specifications and Drawings shall govem.
The pipe manufacturer/fabricator shall be certified by:
l Intemational Standards Organization 0SO) 9000
2. Steel Plate Fabricators Association.
Fittings and specials shall be defined as any bend, tee or fitting or any single-piece
shop fabrication including a section of straight pipe and incorporating a bend, tee or
fitting.
Straight-line pipe shall be defined as all pipe regardless oflength that is in a straight
line, including straight-line segments of plpe under concrete slabs i.e., pump station
and reservoir slabs.
C.
D.
F.
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33il01 STEEL PIPE
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1.2
10.2743
QUALITY STAI{DARDS
A. American Society for Test and Materials (ASTM)
l. ASTM A 139 - Specification for Electric-Fusion (Arc)-Welded Steel Pipe
(Sizes 4 in and Over)
2. ASTM E 165 - Methods for Liquid Penetant Inspection
3. ASTM A 36 - Specification for Structural Steel
4- ASTM A 283 - Specification for Low and Intermediate Tensile Strength
Carbon Steel Plates, Shapes and Bars
5. ASTM A 570 - Specification for Hot-Rolled Carbon Steel Sheet and Snip,
Stnrctrral attaltty6. ASTM A 572 - Specification for High-Sbength Low Alloy Columbium-
Vanadium Steels of Structural auafity
7. ASTM Cl50 - Specification for Portland Cement
B. American Water Works Association (AWWA)
l. AWWA C200 - Steel Water Pipe 6 in. and Larger
2. AWWA C203 - Coal-Tar Frotective Coatings and Linings for Steel Water
Pipelines - Enamel and Tape - Hot Applied
3. AWWA C2:05 - Cement-Mortar Protective Lining and Coating for Steel
Water Pipe - 4 in. and larger - Shop Applied
4. AWWA C206 - Field Welding of Steel Water Pipe
5. AWWA C208 - Dimensions for Fabricated Steel Water Pipe Fittings
6. AWWA C209 - Cold-Applied Tape Coatings for the Exterior of Special
Sections, Connections and Fittings for Steel Water Pipelines
7 - AWWA C2l0 - Liquid-Epoxy Coating Systems for the Interior and Exterior
of Steel Water PiPelines
8. AWWA C2l4 - Tape Coating Systems for the Exterior of Steel Water
Pipelines
9. AWWA C6O2 - Cement-Mortar Lining of Water Pipelines - 4 in. and Larger
- In Place
10. AWWA Ml I - Steel Water Pipe - A guide for Design and Installation
C. American Welding Society (AWS)
l. ANSVAWS Dl.l - Structural Welding Code
2. Welding Handbook - Materials and Applications - Part I
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1.3 SUBMITTALS
J.
4.
6.
B.
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Certilications
l. Copy of ISO 9000 or Steel Plate Fabricators Association certification
for the fabrication of welded steel pipe.
2. Certifrcation to be reviewed and accepted prior to review on any pipe
shop drawings.
Valves and Appurtenances
l. The CONTRACTOR shall fumish certified dimensional drawings of all
valves, fittings and appurtenances in accordance with the Drawings'
Pipe
l
2.
As soon as practicable, but not later than 30 days after receipt ofNotice of
Award of Contract, the CONTRACTOR shall submit for approval complete
sets ofdesign calculations and prints for steel pipe as follows:
Joint and pipe wall construction details which clearly indicate the type and
thickness of cylinder; the position, type, size and area of reinforcement;
manufacturing tolerances; and all other pertinent information required for
the manufacture ofthe product.
The pipe shall be designed and manufactured to meet strenglh requirements
hereinafter described, and so as to conform when laid with line and grades as
shown on the Drawings with outlets, connections, test bulkheads and
appurtenances as shown. Joint details shall be submitted where deep bell or
butt strapjoints are required for control oftemperature stresses.
Detailed Shop Drawings of all fittings and specials such as elbows, wyes,
tees, ouflets and nozzles or other specials where shown on the Drawings
which clearly indicate arnount and position of all reinforcement. All fittings
and specials shall be properly reinforced to withstand the intemal pressure,
both circumferential and longitudinal, and the external loading conditions as
shown on the Drawings. The fittings and specials shall be fabricated as
stipulated herein and in accordance with the manufacturer's specifications
and drawings as approved by the ENGINEER.
Design calculations which comprise complete stress analysis of each
criticat section of pipe wall, girth joints, hanness system, specials and
openings, all suflicient to ascertain conformance of pipe and fittings
with the Specifications.
Material lists and steel reinforcement schedules which include and describe
all materials to be utilized. Copies of purchase orders shall be fumished
which strate name of supplier, material specification or description, quantlry
33 ll0r STEEL PIPE
IlG27{]
and delivery commitment if the above infomntion is not contained on the
materials lists. Use of materials other than those pennitted within the scope
of the Spocifications shall be prohibited.
7. Line layout and marking diagrams which clearly indicate the specific
number of each plpe and fitting and the location of each pipe and the
direction of each fitting in the completed line. In addition, the line layouts
shall include:
a- The station and invert elevation at all changes in grade or horizontal
alignment.
b. The station and invert elevation to which the bell end ofeach pipe
will b€ laid.
c. All elements of cruves and bends, both in horizontal and vertical
alignment.
d. The limits of each reach of resnained and/or welded joints, or of
concrete encasement.
D. Mill Certifications and Test Reports
1. The CONTRACTOR shall provide to the ENGINEER four copies of
certified test reports covering each material utilized in the work, and of
asc€rtaining conformance with standard specifications including:
a. Mill certification of analyses and tests of steel.
b. Certified hydrostatic test repofis (o be fumished on a monthly
basis).
c. Certification of compliance of materials and application of linings
and coatings.
2. All expenses incurred in making samples for certification of tests shall be
bome by the manufacturer.
INSPECTION OF TTM WORK
A. Not less than 14 days prior to the start of any phase of the pipe manufacture, the
ENGINEER shall be notified in writing of ttte manufactwing starting date.
B. During the manufacture of the pipe, the ENGINEER shall be given access to all
areas where manufacturing is in process and shall be permitted to make all
inspections necessary to confirm compliance with the Specifications'
MATERTALS TESTING
A. The CONTRACTOR shall perform those material tests required at no additional
cost to the OWNER. All testing conducted by the CONTRACTOR may be
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1.5
33 ll0l STEEL PIPE
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tun43
PART2
witnessed by the ENGINEER provided that there shall be no delays in the
CONTRACTORs testing schedule caused by the absence of the ENGINEER.
In addition to those tests specifically required, the ENGINEER may request
additional samples of any material including mixed concrete and lining and coating
samples for testing by the OWNER. The additional samples shall be furnished at no
additional cost to the OWNER.
MATERIALS
B.
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The prpe wall shall consist of a steel cylinder, shop-lined and centrifugally applied
Portland cement mortar. The exterior coating shall be prefabricated multiJayer cold
applied tape or coal-tar enamel as described in Sections 2.22 and2-23.
The ptpe shall be designed, manufactured, tested, inspected and marked in
accordance with the provisions of this Specification and except as herein modified
shall conform to AWWA C200.
Pipe manufactured under AWWA C2ffi shall be fabricated from sheet conforming
to the requirements of ASTM A 570 (Grades 30, 33, 36 or 40) or from plate
conforming to the requirements of ASTM A 36, A 283 (Grades C or D) or A 572
(Grade 42) or coil conforming to the requirements of ASTM A 139 (Grades B or C).
All longitudinal and girth seams, whelher sraight or spiral, shall be butt-welded
using an approved electric-firsion-weld process.
All steel used for the fabrication of pipe shall have a maximum carbon content of
0.257o axfi shall have a minimum elongation of 22Yo in a two-inch gage length.
After the joint configuration is completed and prior to lining with cement-mortar,
each length of plpe of each diameter and pressure class shall be shop-tested and
certified to a pressure ofat least 80% ofthe specified yield shength ofthe pipe steel'
SPECIALS AND FITTINGS
Reinforcement for wyes, tees, outlets and nozzles shall be designed in accordance
with AWWA Ml l, Steel Water Pipe - A Guide for Desigr and Installation.
Reinforcement shall be desigrred for the working pressure indicated on the
Drawings.
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2.3 CEMENT-MORTARLINING
Excep as otherwise provided in AWWA C205, interior zurfaces of all steel pipe,
fittings and specials shall be cleaned and lined in the shop with cemenfmortar lining
applied centifugally in conformity with Aw'wA c205. The lining machines strall
be of a t)"e that has been used successfully for similar work and shall be approved
by the ENGINEER Every precaution shall be taken to prevent damage to the
lining- lf lining is damaged or formd faulty at delivery site, the damage or
unsatisfactory portions shall be replaced with lining conforming to these
Specifications.
The prpe shall be left bare where field joints occur as shown on the Drawings. Ends
of the linings shall be left square and uniform. Feathered or lmeven edges will not
be permitted.
Defective linings, as determined by the ENGINEER" shall be removed from the pipe
wall and shall be replaced to the firll thickness required. Defective linings shall be
cut back to a sqrxue shoulder in order to avoid feather edgedjoints.
The progress of the application of mortar lining shall be regulated in order that all
hand worh including the repair of defective areas and the removal of outlet stoppers
and covers, shall be completed and qued in accordance with AWWA C205.
Cement-mortar for patching shall be the same materials as the mortar for machine
lining, except that a finer gading of sand and mortar richer in cemsnt shall be used
when field inspection indicates that such mix will improve the finished lining of the
Pipe-
2.4 LIQUID-EPOXY COATING LINING SYSTEM
when permitted in writing by the ENGINEER the prpe may be lined with a liquid-
epory coating conforming to the requirements and recommendations of AWWA
c210.
The coating system shall be a two-part system chemically cured epoxy'
The coating system may consist of two coats of the same, or different, epoxy
coating.
The minimum dty filtn thickness (DFI) of the sum of the coats shall be 16 mils' If
the manufachuer rcconrmends a DFT of less than 8 mils per coat, then three coats
will be required, each less than the recommended single coat maximum DFT
thickness-
JOINT DESIGN AND FABRICATION
B.
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2.7
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l. The standardjoints shall be welded bell and spigot.
2. Bolted sleeve-type coupled or flanged shall be required where shown on the
Drawings.
3. The joints firnished shall have the same or higher pressure rating as the
abutting pipe.
Welded Joints
1. Where shown on the Drawings, pipe and fittings for field welded joints shall
be either butt shap joints or lap joints prepared for field welding and shall be
in accordance with *re requirements of AWWA C200.
2. The method used to fomt, shape and size bell ends shall be such that the
physical properties ofthe steel are not substanlially aliered.
3. Unless otherwise approved by the ENGINEE& bell ends shall be formed by
expanding with segmental dies. If approved by the ENGINEER, bell ends
formed by a rolling process shall be accomplished in not more than six
passes (revolutions) over the bell surface and any resulting radius shall be
not less than 15 times the thickness of the material being forrned.
4. Shopapplied interior linings and exterior coatings shall be held back a
minimum of 2 l/2-inches from the point at which the weld is to be made.
5. Both bell and spigot ends shall be sized to provide a difference in
circumferential measurement between the outside circumference of the
spigot and the inside circumference ofthe bell ofnot less than 0-09 inch and
not more than 0.49 inch for pipe diameters 24-nchthrough 54-inch, and not
less than 0.09 inch and not more than 0.39 inch for pipe diameters larger
than 54-inch.
EXTERIORCOATINGS
A. Extsrior coatings shall be held back from the end of the pipe as shown on the
Drawings and as approved by the ENGINEER.
WELDING REQUIREMENTS
A. All welding procedures used to fabricate pipe shall be prequalified under provisions
of AWS Dl.l. Welding procedures shall be required for, but not necessarily
limited to, longitudinal and girth or spiral welds for pipe cylinders, spigot and bell
ring attrachments, reinforcing plate and ring flange welds and plates for lug
connections.
B. Full and complete information regarding locatio4 types, size and extent of all
welds shall be clearly shown on the shop drawings. The drawings shall clearly
distinguish between shop and field welds. Joints or groups of joints in which
welding sequence is especially important or technique shall be carefully controlled
33 ll0l STEEL PIPE
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to minimize shrinkage stresses and distortion shall be so noted. Shop drawings
shall specify the groove depths applicable for the effective throat requiled for the
welding process. Welding positions shall be indicated. Shop drawings shall clearly
indicate by welding symbols or sketches the details of the welded joints and the
preparation of parent metal required to make them. Joints meeting requirements
under AWS DI.1, Section 2 shall be so noted on shop drawings. Joints not meeting
this rcquirement shall be qualified as outlined in AWS Dl.l, Section 5.
All welding shall be done by skilled welders, welding op€rators and tackers who
have had adequate experience in the method of materials to be used. All welders,
welding operators and tackers shall be qualified under the provisions of AWS Dl.l
using test position 3G. All welders welding in positions not covered by 3G shall be
qualified under the appropriate position 5G, 6G, or 6GR All welding completed by
welders not qualified will be rejected.
Welders shall be qualified by an independent local, approved testing agency not
more than six months prior to commencing work on the pipeline. Machines and
electrodes similar to those used in the work shall be used in qualification tests. The
CONTRACTOR shall firnish all material and bear the expense of qualifying
welders.
If radiographic testing is used in lieu of prescriH AWS bend tests, the weld
reinforcements need not be ground or inegularities or juncture with the base metal
would cause objectionable weld discontinuities to be obscured in the radiograph.
The test coupon shall be radiographed from the top centerline to the bottom
centerline on eilher side. Radiographic testing shall follow the procedure as
specified wrder AWS Dl.l. All filrn and test specimens shall be fumished to the
ENGINEER.
STANDARD PIPE JOINTS
A. Unless otherwise shown on the Drawings or specified herein, pipe joints shall be
welded bell and sprgot The joint construction shall be zuitable for at least 250-psi
water service and, regardless of t1pe, shall be designed to be self-centering. The
bells and spigots shall have a smooth close sliding ft at the self-centering surface,
and the joint shall be capable of either symmetrical or asymmetrical joint closure
and shall remain watertight under all conditions of water service-
B. The joint assemblies shall be so formed and accurately manufachred that when the
pipes are drawn together in the trench they shall form a continuous watertight
conduit with smooth and uniform interior surface and shall provide for a slight
movement of any pipe in the pipeline due to contaction, settlement or lateral
displacement.
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C. The manimum tolerances permitted in the construction of the joint shall be that
stated in the prpe manufacturer's desigr as approved, but in no case shall the
tolerances exceed those required in the applicable AWWA Standard.
D. The CONTRACTOR shall frrmish a detail d.awing of joints to be used, for
approval, one week prior to the submittal of his Proposal. This detail drawing shall
show all pertinent details, dimensions and tolerances. Joints may be fumished only
by a manufacturer who has fumished prpe with joints of similar design for
comparable working pressure that have been in successful service for a period of at
least five years. The CONTRACTOR shall also fumish a list of installations on
which a similar joint has been successfrrlly used, showing pipe diameter, wall
thickness and working pressure or field test pressure. Once approval is given for a
joint, it will not be necessary to submit details of ttre joint for subsequent projects
unless there is a change in thejoint.
FLANGES
A. Flanges in the line and for outlets of sizes and at locations shown on the Drawings
shall meet the requirements of AWWA C207, Class D. Flanges may be either ring
type flanges or hub type flanges, but all flanges supplied must be ofthe same type
and class.
B. The machined faces of all flanges shall be shop-coated with rust-preventive
compormd- Edges and back faces of attached flanges and blind flanges shall be
shopcoated with a primer compatible with the application of the final field coating.
The inside of blind flanges shall be epoxy coated in accordance with AWWA C210.
C. Flange details shall be submitted with Shop Drawings.
D. Blind flanges shall be in accordance withAWWA C207.
E. Bolt holes in all flanges shall straddle field vertical centerline.
F. Insulated flanges shall have bolt holes l/4-inch diameter greater than the bolt
diameter.
G. Nozzles or outlets shall have l/4-inch minimum wall thickness'
2.IO GASKETSFORFLANGES
A. Gaskets shall be l/8-inch ring-type Garlock No. 3200 compressed non-asbestos
sheet packing or approved equal.
B. Irsulating gaskets shall be JM Red Devil Type E firll-face gasket or approved equal.I
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2.II INSI.JLATING FLANGE SETS
A. Insulating flange sets shall be provided where shown on the Drawings. Each
insulating flange set shall consist of an insulating gasket, insulating sleeves and
washers and a steel washer-
B. Insutating sleeves and washers shall be one piece when flange bolt diameter is I
ll2-inch or smaller and shall be made of acetal resin. For bolt diameters larger than
I ll2-incb, insulating sleeves and washers shall be two-piece and shall be made of
polyethylene or phenolic. Steel washers shall be in accordance with ASTM F 436.
2.12 FLANGEBOLTS
A. All thread shrds shall be used on all valve flange connections and shall be in
accordance withASTM A307, Grade B, with heavyhex nuts.
B. Machine bolts may be used on all other flanged connections and shall be in
accordance with ASTM A307, Grade A, with hex nuts.
C. Studs and bolts shall extend through the nut a minimum of l/4-inch.
2.13 BOLTED SLEEVE-TYPE COUPLINGS
A. The ends of ttre pipe, where required or shown, shall be prepared for bolted sleeve-
type couplings, Dresser, Baker, Rockwell or Romac. See SECTION 33 12 43 -
BOLTED SLEEVE TYPE COUPLINGS, HIGH DEFLECTION FITTINGS,
FLANGE ADAPTERS AND FLDilBLE CONNECTORS. Plain ends for uSC With
couplings shall be smooth and round for a distance of l2-inches from the ends of the
pipe, with outside diameter not more than l/64-inch smaller than the nominal
outside diameter of the pipe. The center sleeve shall be tested by cold-expanding a
minimum of l% beyond the yield point to proof-test the weld to the strength of the
parent metal. The weld of the center sleeve shall be subjected to air test for
porosity. The inside of the sleeve shall be coated with epoxy in accordance wilh
AWWAC2l0.
B. The end rings shall be single-piece contoured mill section welded and
cold-expanded as required for the center sleeves. They shall be of sufficient
strength to accommodate the number of bolts necessary to obtain adequate gasket
pressgres without ex@ssive rolling. The shape of the end ring shall be of such
design as to provide positive confinement ofthe gasket.
C. Gaskets shall rubber-compound material that will not deteriorate from age or
exposure to air under normal storage or use conditions. The rubber in the gasket
shall meet the following Specificalions:
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1. Color - Jet Black
2. Tensile Strenglh - 1000 psi
3. Surface - Non-blooming
4. Minimum DwometerHardness - 74+ 5
5. Elongation - l75Yo Minimum
D. The gaskets shall be immune to attack by impurities nonnally found in water. All
gaskets shall meet the requirements of ASTM D 2000, AA709Z, meeting Suffix
Bl3 Grade 3, except as noted above.
E. Where insulating couplings are required, both ends of the coupling shall have a
wedge-shaped gasket which assembles over a rubber sleeve of an ins,ulating
compound in orderto obtain insulation of all coupling metal parts from the pipe.
2,14 SPECIALS AND FITTINGS
A. Unless otherwise shown on the Drawings, all specials and fittings shall conform to
the dimensions of AWWA C208. Pipe material used in fittings shall be ofthe same
material and minimum thickness as the pipe. The minimum radius of elbows shall
be 2.5 fimes the pipe diameter and the maximum miter angle on each section of the
elbow shall not exceed l1 1/4 degrees. Fittings shall be equal in pressure design
strength and shall have the same lining and coating as the abutting pipe. Specials
and fittings, unless otherwise shown on the Drawings, shall be made of segmentally
welded sections fiom hydrostatically tested pipe, with ends to mate with the type of
joint or coupling specified for the pipe.
B. Specials and fittings that cannot be mechanically lined and coated shall be lined and
coated by hand-application, using the same materials as are used for the pipe and in
accordance with the applicable AWWA Standards. Coating and lining applied in
this manner shall provide protection equal to that specified for the pipe. Fittings
may be fabricated from pipe that has been mechanically lined and/or coated. Areas
of lining and coating that have been damaged by zuch fabrication shall be repaired
by hand-applications in accordance wilh applicable AWWA Standards.
C. Access manholes with covers shall be the diameter as detailed on the Drawings.
D. All threaded outlets shall be forged steel suitable for 3fi)0-psi service, Vogt or
approved equal.
E. Moderate deflections and long radius curves may be made by means of beveled joint
rings, by pulling standard joints, by using short lengths of pipe or a combination of
these methods. The maximum total allowable angle for beveled joints shall be 5
degrees p€r plpe joint. The maximum allowable angle for pulled joints shall be in
accordance with the manufachuer's recommendations or the angle which results
from a 3/4-inch pull out from normal joint closure, whichever is less. AII
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deflections or fabricated angles shall fall on the alignment. The chord produced by
deflecting the prpe shall be no fi.uther than six inches from the alignment shown on
the Drawings.
F. The laying schedule angle points shall meet the angle points as shown on the
Drawings in the horizontal direction. The laying schedule for vertical angle points
shall meet the angle points as shown on the Drawings where interference is critical.
2.15 PROTECTION OF PIPE LINING
A. The manufacturer shall provide a polyethylene or other zuitable bulkhead on the
ends of the pipe and on all special openings to prevent drying out of the lining. All
bulkheads shall be zubstantial enough to remain intact during stripping until the pipe
is installed.
B. The CONTRACTOR shall be futly liable for the cost of replacement or repair of
pipe which is damaged.
2.16 CLOSIJRESANDCORRECTIONPIECES
A. Closures and correction pieces shall be provided as required so that closures may be
made due to different headings in the prpe laying operation and so that correction
may be made to adjust the pipe laying to conform to pipe stationing shown on the
Drawings.
B. The locations of correction pieces and clostue assemblies are shown on the
Drawings if required. Any change in location or number of said items shall be
approved by the ENGINEER
2.17 MARKINGS
A. The CONTRACTOR shall legibly mark all pipes and specials in accordance with
the laying schedule and marking diagrarn-
B. Each pipe shall be numbered in sequence and this number shall appear on the
layingschedule and marking diagram in its proper location for installation.
C. All special pipe sections and fittings shall be marked at each end with top field
centerline. The word "topu shall be painted or marked on the outside top spigot end
ofthe sections.
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2.18 STRUTTING
A. Adequate struting shall be provided on all specials, fittings and straight pipe, so as
to avoid handling storage, hauling and installation damage to the pipe coating and
lining.
B. The strutting shall be placed as soon as practicable after the mortar lining has been
applied and shall remain in place while each pipe is loadd transported, unloaded,
installed and backfilled at thejobsite.
2.19 AILOWABLEDEFLECTION
A. The allowable deflection shall be 0.0225 x ID.
2.20 LAYINGLENGTHS
A. Maximum pipe layrng lengths shall be 45 feet with shorter lenglhs provided as
required by Drawings, alignment and profile.
2.21 OFFSETTOLERANCES
A. For pipe wall thicknesses of 3/8-inch or less, the maximum radial offset
(misalignment) for submerged arc and gas metal arc welded steel pipe shall be
0. I 875 times the pipe wall thickness or I /l 6-inch, whichever is larger.
B. For pipe wall thicknesses greater than 3/8-inch, the maximum radial offset shall be
0.1875 times the pipe wall thickness or 5132'nch, whichever is smaller.
2.22 MISCELI-ANEOUS
A. All exposed metal surfaces except flanges shall be coated with the same material
provided for the main line pipe.
2.23 PREFABRICATED MULTI-LAYER COLD APPLIED TAPE COATING
A. General
l. Except as described below, the coating system for straightJine pipe shall be
in accordance with AWWA C214.
2. The system shall consist ofat least four layers consisting ofthe following:
a. Primer layer
b. lnner layer tape
exterior
c. Outer layer tape
exterior
- corrosion protective tape (20 mils) with black
- mechanical protective tape (30 mils) with white
33 ll0l l3 STEEL PIPE
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Outer layer tape - mechanical protective tape (30 mils) with white
exterior
3. The total thickness of the tape coating shall be at least 80 mils.
Coating Repair
l. Coating repair shall be made using tape and primer conforrning to AWWA
C209, Type tr.
2. The tape and primer shall be completely compatible with the tape system
used for straight-line pipe.
3. When visual inspection shows a portion of the tape-wrap system has
sustained physical damage, the damaged areas shall be subjected to an
electical holiday test of 6,0fi) to 7,000 volts.
4. Following repair of the darnaged area, if the holiday test indicates a holiday
still exists, the irurer wrap shall be exposed and the exposed area shall be
wiped clean with xylol solvent or equal, and the area coated with tape
primer. A patch of 35-mil thick cold-applied tape of sufficient size to cover
the damaged area, plus a minimum lap of two inches in all directions, shall
then be applied. The parched area shall again be tested for holidays. Ifnone
are detected a second layer of 35-mil thick tape shall then be applied over
the first patch. The second layer of tape shall overlap the first layer a
minimum oftwo inches in all directions.
5. When the area tests showing no holiday, a notation shall be applied to the
area indicating tlrc test is satisfactory.
Coating of Fittings and Specials
1. General
a. Fittings and specials which cannot be machine coated in accordance
with Part A shall be coated in accordance with AWWA C209.
b. Prefabricated tape shall be Type II and shall be completely
compatible with the tape system used for straight-line pipe.
c. The system shall consist ofthree layers consisting ofthe following:
(l) Primer layer
(2) kner layer tape - corrosion protective tape (35 mils)
(3) Outer layer tape - corrosion protective tape (35 mils)
d. The total thickness of the tape coating shall be at least 70 mils.
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2. Coating Repair
a. Coating repair for fittings and specials shall be in accordance with
the procedure described in Part B.
2.24 COAL-TARENAMELCOATING
Material
l. The coal-tar enamel coating shall be as specified in AWWA C203.
2. The provisions ofthe Specification given above shall be extended to include
the following items:
Blasting
Priming
Coal-tar enameling
Fibrous glass wrapping
Coal-tar enameling (second coat)
Fibrous glass or felt wrapping
Whitewashing, latex painting orkraft wrapping
3. Items a, b. and c. shall be performed in accordance with AWWA C203;
Item d. shall consist offibrous glass mat 0.018 inches thick in accordance
with AWWA C203, Appendix A placed in the enamel while the enamel is
hot.
4. Item e. shall consist of a coating of enamel applied in accordance with
AWWAC203.
Special Handling
l. It shall be the responsibility of the manufacturer of coal-tar enamel coated
steel pipe to prev€nt damage of coal-tar enamel coating which might be
caused by handling and/or storage ofthe completed prpe at low temperature.
2. ln no case shall coal-tar enamel coated steel pipe be handled when the
ambient air temperature is below 0" F. When the ambient air temperature is
between 0o F. and 25" F., the prpe may be handled, provided the pipe is
heated to a temperature of 25" F., as approved by the ENGINEER.
3. ln no case shall coal-tar enamel coated steel pipe be transported when the
ambient air temperature is below 25o F. When the ambient air temperature
is between 25o F. and 30o F., the pipe may be transported, provided special
padded supports are used to absorb and minimize impact, as approved by the
ENGINEER.
2.25 PLASTIC WARNING MARKER TAPE
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B.
PART 3
Waming tape is required to be placed in the trench.
See SECTION 33 05 26-UTILITYWARNINGMARKING TAPE
EXECUTION
3.1 HANDLING AND STOCKPILING PIPE
All prpes, fittings, etc. shall be carefirlly handled and protected against damage to
lining and coating, impact shocks and free fall. All pipe handling equipment shall
be approved by the ENGINEER. Pipe shall not be placed directly on rough ground,
but shall be supported in an approved numner which will protect the prpe against
injury whenever stored at the trench site or elsewhere. No pipe shall be installed
where the coating or lining shows cracks that may be harmful as determined by the
ENGINEER. Such damaged coating or lining shall be repaired to the satisfaction of
the ENGINEER" or a new rmdamaged pipe shall be fumished and installed at no
expense to the OWNER. The pipe shall be handled by use of wide slings and
padded cradles or of other suitable material designed and constructed to prevent
damage to the pipe coating. The use of chains, hooks or other equipment which
might injure the pipe coating will not be permitted. All other pipe handling
equipment and methods shall be approved by the ENGINEER.
Stockpiled pipe shall be supported on sand or earth berms free ofrock exceeding
three inches in diameter. The pipe shall not be rolled and shall be secured to prevent
accidental rolling.
The CONTRACTOR shall check the location of struts, and if necessary to prevent
pipe deflections in excess of tJrose shown in Section 2.18, the CONTRACTOR shall
relocate the struts or provide additional struts to prevent such deflections and to
maintain the pipe in a round condition.
Following completion of backfilling and removal of struts, the ENGIMER will
check the pipe for deflection and where excessive deflection occtu:s, the
CONTRACTOR shall remove the earth cover and side fill material, re-round the
pipe by strutting and replace the prpe zone backfill to limit deflection to that
specified in Seption 2.18.
All pipe datrlaged while in the custody of the GoNTRACTOR shall be repaired or
replace4 as determined by the ENGINEE& by the CONTRACTOR at no
additional €xpense to the OWNER.
While laying tape coated or coal-tar enamel coated steel pipe, the pipe shall not be
rolled or skidded when it is in contact with the grotmd at any point. Workers will be
permitted to walk on tape or coal-tar enamel coatings only when necessary and shall
wear shoes with rubber composition soles when walking on the pipe. The
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CONTRACTOR shall fumish a pipe coating flaw detector to the ENGINEER to aid
in the inspection of the tape coating or coal-tar enamel coating. The
CONTRACTOR shall check the location of shuts, and if necessary to prevent pipe
deflection shown in Section 2.18, the CONTRACTOR shall relocate the struts or
provide additional struts to prevent such deflections and to maintain the pipe in a
roundcondition
PREPARATION
A. The CONTRACTOR shall inspect each pipe and fitting to insure that there are no
damaged portions of the pipe. The CONTRACTOR shall remove or smooth out
any burrs, gouges, weld splatter or other small defects prior to laying the pipe.
B. Before placement of pipe in the trench, each pipe or fitting shall be thoroughly
cleaned of any foreign substance which may have collected thereon and shall be
kept clean at all times thereafter. For this pulpose, the openings of all pipes and
fittings in the hench shall be closed during any intemrption to the work-
PIPELAYING
A. Each section of plpe shall be laid to line and grade on firm bearing for the firll length
of the section except at sling holes and at holes for making up field joints.
Excavation shall be made as needed outside the normal tench section at field
connection operations and for application of coating on field joints. No field
openings shall be permitted to be made on the pipe without the written consent of
thcENGINEER.
B. Pipe shall be laid directly on the imported bedding material. No blocking will be
permitted, and the bedding shall be such that it fomrs a continuous, solid bearing for
the full length of the pipe. Excavations shall be made as needed to facilitate
removal of slings after the pipe is laid. Bell holes shall be formed at the ends ofthe
pipe to prevent point loading ar the bells or couplings. Excavation shall be made as
needed outside the normal trench section at field joints to permit adequate access to
the joints for field coffiection oper,ations and for application of coating on field
joints.
C. When the pipe is being laid, it shall be tumed and placed where possible so that any
slightly damaged portion will be on top. The damaged area shall be repaired for the
protection of any exposed steel. All damaged areas shall be repaired using materials
and methods approved by the ENGINEER.
D. Each section of pipe shall be laid in the order and position shown on the laying
schedule. In laying pipe, it shall be laid to the set line and grade within
approximately one inch, plus or minw. On grades of zero slope, the intent is to lay
to grade.
33 11 01 t7 STEEL PIPE
IrG2743
3.4
3.5
E. Where necessary to raise or lower the pipe due to rmforeseen obstructions or other
causes, the ENGINEER may change the alignment and/or the grades. Such change
shall be made by the deflection ofjoints, by the use ofbevel adapters or by the use
of additional fittings. However, in no case shall the deflection in the joint exceed
the maximum deflection recommended by the pipe manufacturer. No joint shall be
misfit any anount whicb in the opinion of the ENGINEER, will be deftimental to
the shength and water tightress of the finished joint. In all cases, the joint opening,
before finishing with ttre protective mortar inside the pipe, shall be the controlling
factor.
F. Except for short runs which may be permined by the ENGINEER, pipes shall be
laid uphill on grades exceeding l0%. Pipe which is laid on a downhill grade shall
be blocked and held in place until sufficient support is fumished by the following
plpe to prevent movement. All bends shall be properly installed as shown on the
Drawings.
G. Pipe struts shall be left in place trntil bacldlling operations have been completed.
After the backfill has been placed, the sfruts shall be removed and shall remain the
prop€rly of the CONTRACTOR.
PROTECTION OF APPURTENANCES
A. Where the joining plpe is tape-coated or coal-tar enamel coated, buried
appurtenances such as butt straps, closure pieces, 1gzzlss, etc. shall be coated with
cold-applied tape in accordance with Section 2.22.
INSTALLATION OF VALVES
A. See SECTION 33 12 16.01- FLANGED RIJBBER SEATED BUTTERFLY
VALVES - CI-ASS l50B and SECTION 33 12 16.02 - 3-INCH TIIROUGH 12-
INCH GATE VALVES - 150 POLJND CLASS, as applicable.
B. All valves shall be handled in a manner to prevent any injury or damage to any part
of the valve. All joints shdl be thoroughly cleaned and prepared prior to
installation. The CONTRACTOR shall adjust all stem packing and operate each
valve prior to installation to insure proper operation.
C. All buried valves shall be coated and protected in accordance with Section 3.04,
except that valves installed in dialectically coated pipelines shall be double-wrappei
with tape in accordance with Section 3.09 B.
D. All valves shall be installed so that the valve stems are plumb and in the location
shown on the Drawings.
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FROZENFOTJNDATION
A. No prpe shall be installed upon a foundation into which frost has penetrated or at
any time when the ENGINEER determines that there is a danger of the fonnation of
ice or penehation offrost at the bottom ofthe excavation.
B. No pip" shall be laid unless it can be established that the trench will be backfilled
before the formation of ice and frost occurs.
WELDEDJOINTS
General
1. Field welded joints shall be in accordance with AWWA Standard C206.
2. Where exterior welds are called for, adequate space shall be provided for
welding and inspection of the joint.
3. In laying welded steel pipe with buttstrap or lap joints, pipe deflection shall
be limited to that which will produce a minimum lap of I l/2-inches and
which will not cause a weld to be closer than 3/4-inch to the nearest tangent
ofa bell radius.
4. Buttstaps, where required, shall be a minimum of 6-inches wide, the same
thickness as the pipe wall and shall provide for a minimum of 3/4-inch lap at
each pipejoint.
5. Prior to the begirming of the welding procedure, any tack welds used to
position the pipe during laying shall be removed. Any annulm space
between the faying surfaces ofthe bell and spigot shall be equally distributed
around the circumference of the joint by sbimming, jacking or other suitable
means.
6. Irnmediately following pipe laying, the joints shall be finish-welded and the
exterior joint spaces coated in accordance with these Specifications. The
pipe shall then be backfilled to at least one foot above the top of the
previously laid pipe except for the last 100 feet, the joints of which shall be
left open for subsequent field welding and coating.
7 - After completion of the welding of the joint, the joint will be visually
inspected. All double welded joints shall be air tested in accordance with
AWWA C206. All defects shall be remove4 re-welded and retested.
8. Where more than one pass is required, each pass except the fnst and the
final one, shall be peened to relieve shrinkage stresses; and all dirt, slag and
flux shall be removed before the succeeding bead is applied.
33 ll0l 19 STEEL PIPE
trG.27{3
B.
9. Following testing of the joint, tle exterior joint spaces shall be coated in
accordance with these Specifications, after which bacldlling may be
completed.
Procedures
l. All welding procedures used to install pipe shall be prequalified under
provisions ofAWS Dl.l.
2. Welding procedures shall be required for field attachments and field welded
joins.
3. Full and complete information regarding location, types, size and extent of
all welds shall be clearly shown on the Shop Drawings. The drawings shall
clearly distinguish between shop and field welds.
4. Joints or groups ofjoints in which welding sequenc€ is especially important
or technique be carefully contolled to minimize shrinkage stresses and
distortion shall be so noted.
5. Shop drawings shall specify the groove depths applicable for the effective
throat required for the welding process. Shop drawings shall clearly indicate
by welding symbols or sketches the details of the welded joints and the
preparation of parent metal required to make them.
6. Joinrc meeting requirements of AWS Dl-l, Section 2, shall be so noted on
Shop Drawings. Joints not meeting this requirement shall be qualified as
outlined in AWS Dl.l, Section 5.
Welder Qualifications
L All welding shall be done by skilled welders, welding operators and tackers
who have had adequate experience in the method and materials to be used.
2. All welders, welding operators and tackers stnll be qualified under the
provisions of AWS Dl.l. Welders shall be qualified by a local approved
independent testing agency not more than six months prior to commencing
work on the pipeline. Machines and electrodes similar to those used in the
work shall be used in qualification tests. Welders performing field welds for
welded joints shall be qualified using test position 6G. All welding tests for
qualification shall be done in the presence of the testing agency or in the
presence of a certified welding inspector appointed by the testing agency.
The CONTRACTOR shall fumish all materials and bear the expense of
quali&ing welders.
Joints
1. The pipe ends shall be cut shaight on joints where buttstraps are used for
realignment, adjushnent or deflectio4 and fillet welds shall be made as
shown on the Drawings.
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2. Unless double fillet welds are shown on the Drawings, field welded lap
joints may, at the CONTRACTOR's option, be made on either the inside or
the outside ofthe pipe.
JOINT COATING A}ID LINING
Coal-Tar Enamel or Tape Coated Steel Pipe
l.Joints for tape coated or coal-tar enamel coated pipe shall be primed and
wrapped with two thicknesses of l2-inch wide elastomeric joint tape, Type
II per AWWA C209. The total thickness of the tape wrap shall be at least
70 mils and shall be installed fiee of wrinkles with all laps bonded. All
primer and joint tape shall be compatible with the line pipe coating.
All tape-coated joints will be tested in the presence of the ENGINEER with
an electrical Holiday detector capable of at least a 12,000-volt oulput,
furnished by the CONTRACTOR. The tests shall be made using a voltage
of 6,000 to 7,000 volts. Any holidays found shall be repaired by the
CONTRACTOR at no expense to the OWNER.
B.Joint Linins
l.The joint recess shall be thoroughly wiped clean and all water, loose scale,
dirt and any other foreigr material shall be removed from the inside steel
surface ofthe pipe.
Material used for the mortar lining shall conform to AWWA C205,
Appendix A.
At welded joints, or where otherwise indicated on the Drawings, the
CONTRACTOR shall provide 2 x 4 WO.65 x WO.65 self-fi.rned welded
wire fabric, tack welded to the inside of the joint prior to application of the
mortar. With approval of the ENGINEER, Probond or equal may be used in
the place of the welded wire fabric.
The mortar shall be applied with a unifonn pressure producing a smooth
surface and a uniform thickness of lining to match the shopapplied mortar
lining. At no point shall there be an indentation or projection of the mortar
which exceeds l/l Ginch.
After the mortar has set sufficiently, clear seal compound "Protex", or
approved equal, shall be applied to thejoint lining.
3.9 INSTALLATION OF FLANGED JOINTS
Before the joint is assembled, the flange faces shall be thorougtrly cleaned of all
foreign material with a power wire brush. The gasket shall be centered and the
connecting flanges drawn up watertight without unnecessarily strEssing the flanges.
All bolts shall be tightened in a progressive diametrically opposite sequence and
33 ll0l 2l STEEL PIPE
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torqued with a zuitable, approved and calibrated torque wrench. All clamping
torque shall be applied to the nuts only.
B. After the flange has been properly assembled, the joint shall be thoroughly cleaned
of all foreigr material and then primed by brush or by spraying with primer in
accordance with AWWA C209. Following application of the primer, a joint wrap
tape shall be applied to buried flanges in conformance with AWWA C209, Type II,
where the joining pipe is coated with cold-applied tape or coal-tar enamel.
3.IO INSULATEDJOINTS
A. Insulated joints and appurtenant features shall be made by ttre CONTRACTOR as
indicated on the Drawings.
B. The CONTRACTOR shall exercise special care when installing these joints to
prevent electrical conductivity across the joint. After the insulated joint is
completed, an electrical resistance test will be performed by the ENGINEER.
Should the resistance test indicate a short circuit, the CONTRACTOR shall remove
the insulating units to inspect for damages, replace all damaged portions and
reassemble the insulating joint at no extra cost to the OWNER. The insulated joint
shall then be re-tested to assure proper insulation.
3.II BOLTED SLEEVE-TYPECOUPLINGS
A. When installing bolted sleeve-type couplings, care shall be taken that the connecting
pipe ends, couplings and gaskets are clean and free ofall did and foreign matter
with special attention being given to the contact surfaces ofthe pipe, gaskets and
couplings.
B. The couplings shall be assembled and installed in conformance wilh the
recommendation and inshuction of the coupling manufacturer.
C. Wrenches used in bolting couplings shall be of a type and size recommended by the
coupling manufachrer. Coupling bolts shall be tightened so as to secure a uniform
armular space between the end rings and the body of the pipe with all bolts tightened
approximately the same amount. Diametrically opposite bolts shall be tightened
progressively and evenly. Final tightening shall be done with a suitable, approved
and calibrated torque wrench set for the torque recommended by the coupling
manufacturer. All clamping torque shall be applied to the nut only. Upon
completion of the coupled joint, the coupling and bare metal of the prpe shall be
cleanod, primed and protected in accordance with the requirements of Section 3.08
A.
D. The center sleeve and one end ring ofnon-insulated bolted sleeve-type couplings
shall be bonded for electrical conductivity to both ends ofthe connecting prpes.
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E. For insulated bolted sleeve-type couplings, the center sleeve and one end ring shall
be bonded to the connecting pipe end opposite the insulating rubber sleeve.
3.12 PIPEPROTECTION
A. When pipe laying is not in progresg the ends of the pipeline, all special openings
and all pipe not yet laid shall be kept closed with suitable bullheads to prevent
unauthorized access by persons, animals, water or any undesirable substance.
B. The bulkheads shall be so designed to prevent drying out of the interior of the pipe.
C. The CONTRACTOR shall introduce water into the pipe to keep the mortar moist
where moisture has been lost due to damaged bdkAeads. At all times, means shall
be provided to prevent the pipe from floating.
3.I3 CORROSION CONTROL
A. Corrosion mitigation and testing materials, such as magnesium anodes, reference
electrodes and test lead wire shall be fumished and installed bv the
CONTRACTO& as noted in the Drawings
3.14 PIPE CLEANUP
A. As prpe laying progresses, the CONTRACTOR shall keep the pipe interior free of
all debris.
B. The CONTRACTOR shall completd clean the interior of the pipe of all sand, dirt,
mortar splatter and any other debris following completion of prpe laying pointing of
joints and any necessary interior repairs prior to testing and disinfecting the
completed pipeline.
3.I5 HYDROSTATIC TESTAND CIILORINATION OF WATERPIPES
General
L The CONTRACTOR shall field pressure test all conduits and piping within
this Contract to the working pressure listed on the Drawings.
B. Testing and Cilorination of Pipelines
l. The CONTRACTOR shall fumish chemicals for chlorination ofthe pipeline
and will feed these chemicals into the water used in filling the pipe for
testing.
2. Chlorination of the finished pipeline will be done simultaneously with the
hydrostatic testing-
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I10"27-03
Before filling the pipe with water for testing or chlorinatio& the pipe shall
be thorougbly cleaned of all debris and foreigr materials to the satisfaction
of the ENGINEER. No hydrostatic test shall be made on any portion of the
pipeline until all field placed concrete has had seven days in which to cure.
When testing, the pipeline will be filled by the CONTRACTOR at a rate
which will not cause any surges or exceed the rate at which the air can be
released through the air valves at a reasonable velocity, and all the air within
the pipe shall be properly purged. All pipe shall be allowed to stand under
moderate pressure at least 24 hours to allow the pipe to absorb moisture
before the test period is begun.
The CONTRACTOR is required to funish the water (in the event the
transmission pipeline project is incomplete at the time of testing tank
site pipclines), pump, and calibrated meter for testing at locations
designated by the ENGINEER The CONTRACTOR shall ftmish all labor,
tools, equipment, n@essary bulkheads, all miscellaneous materials and do
everything necessary to facilitate filling of the pipelines, maintaining the
required test pressures and blowing offthe pipelines after testing.
The CONTRACTOR, at his own expense, shall do any excavation, backfill
and replacement of pavement necessary to locate and repair leaks or other
defects which may develop under test. However, any section of the pipe
which indicates defective material furnished by the OWNER shall be
repaired by the CONTRACTOR at the expense of the OWNER. Any and
all joints made in the field shall be the responsibility of the
CONTRACTOR.
The arnount of leakage in the pipeline, including all appurtenant parts, when
tested under the prcssures indicated shall be zero.
3.16 PLASTICMARKERTAPE
Unless otherwise indicated in the specifications of Drawings plastic marker tape
shall beplaced in the trench backfill approximately l8 inches below grade.
The tape shall be placed horizontally to readily enable reading ofthe tape above
all pipe.
END OF SECTION
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SECTION 33 11 01.01
STEEL OYERFLOW PIPE ASSEMBLY
FOR WATER STORAGE TANKS (WSTs)
I PART r GENTERAL
I.I GENERAL
I A. This section of the specifications shall govem fabricating, furnishing and installing
I the overflow pipe, overflow weir, bracket frames and anti-vortex plate and all
I appurtenantwork.
I l. No pipe strall be manufactured until all required Shop Drawings and design
I calculations have been approved by the ENGINEER.
2. ln case of any conflict between AWWA or ASTM Standards or ofter
I references and the Specifications and Drawings, the Specificafions and
I Drawings shall govern.
I B. See SECTION 33 ll 0l - WELDED STEEL PIPE for additional definitions andI design, fabrication, coating and installation requirements.
I 1.2. PrPE DESTcN cRTTERLA
,- A. Pipe shall be designed for an external hydrostatic load of50 feet.
Ir B. The pipe diameter is the finished inside diameter in inches.
I I.3 QUALITY STANDARDS:
I A. American Society forTesting and Materials (ASTM)
I L ASTM A 139 - Specification for Electric-Fusion (Arc)-Welded Steel Pipe
I (Sizes 4 in and Over)
I 2. ASTM E 165 - Methods for Liquid Penetrant Inspection
3. ASTM A 36 - Specification for Structural Steel
I 4. ASTM A283 - Specification for Low and Intermediate Tensile Strength
I Carbon Steel Plates, Shapes and Bars
5. ASTM A 570 - Specification for Hot-Rolled Carbon Steel Sheet and Strip,
I Structural Qualityr 6. ASTM A572-specificationforHigh-StrengthLowAlloyColumbium-
Vanadium Steels of Structural Quality
r B. American Water Works Associalion (AWWA)
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I 33 11O1.OI I STEELOVERFLOWPIPEASSEMBLY
I FOR WSTs
I1u2743
L AWWA CzW - Steel Water Pipe 6 in. and Larger
2. AWWA C206 - Field Welding of Steel Water Pipe
3. AWWA C208 - Dimensions for Fabricated Steel Water Pipe Fittings
4. AWWA C2l0 - Liquid-Epoxy Coating Systems for the Interior and Exterior
of Steel Water PiPelines
5. AWWA Ml l - Steel Water Pipe - A guide for Design and Installation
C. American Welding SocietY (AWS)
1. ANSUAWS Dl.l - Structural Welding Code
2. Welding Handbook- Materials and Applications-Part I
1.4 SUBMITTALS
A. Certified Drawings
l. The CONTRACTOR shall furnish certified dimensional drawings.
2. Detailed Shop Drawings of the steel overflow and weir. The overflow and
weir shall be fabricated as stipulated herein and in accordance with the
manufactue/s specifications and drawings as approved by the ENGINEER.
I.5 INSPECTION OF THE WORK
A. Not less than 14 days prior to the start of any phase of the pipe manufacture, the
ENGINEER shall be notified in writing of the manufacturing starting date.
B. During the manufacture of the pipe, the ENGINEER shall be given access to all
areas where manufacturing is in process and shall be permitted to make all
inspections necessary to confirm compliance with the Specifications-
C. All pipe manufacture performed within the Denver Metropolitan Area shall be
inspected by the OWNER at the OWNER's expense. All pipe manufactwe
performed outside the Denver Metropolitan Area shall be inspected by the OWNER
or its authorized agent at the CONTRACTOR's expense. OWNER's expense lo be
paid by the CONTRACTOR will include lodging and meals, not to exceed $100.00
per day per person and necessary ground transportation. In addition, the
CONTRACTOR shall pay for round trip air travel from Denver to the place of
manufacture, including an additional round trip every three weeks.
I.6 MATERIALS TESTING
A. The CONTRACTOR shall perform those material tests required at no additional
cost to the OWNER. All testing conducted by the CONTRACTOR may be
wirnessed by the ENGINEER provided that there shall be no delays in the
CONTRACTORs testing schedule caused by the absence ofthe ENGINEER.
STEEL OVERILOW PIPE ASSEMBLY
FOR WSTs
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B. In addition to those tests specifically required, the ENGINEER may request
additional samples of any material including mixed concrete and lining and coating
samples for testing by the OWNER. The additional samples shall be fumished at no
additional cost to the OWNER.
1.7 CERTIFICATIONS
A. The CONTRACTOR shall provide to the ENGINEER four copies of certified test
reports covering each material utilized in the work, and of ascertaining conformance
with standard specifications including:
1. Mill certification of analyses and tests of steel.
2. Certified hydrostatic test reports (to be furnished on a monthly basis).
3. Certification of compliance of materials and application of linings and
coatings.
B. All expenses incurred in making samples for certification of tests shall be borne by
the manufacturer.
PART 2 MATERIALS
2.1 STEEL PIPE - GENERAL
The pipe wall shall consist ofa steel cylinder, shop-coated.
The pipe shall be designed, manufactured, tested, inspected in accordance with the
provisions of this Specification and except as herein modified shall conform to
AWWA Standard C200.
Pipe manufactured under AWWA Standard C200 shall be fabricated frorn sheet
conforming to the requirements of ASTM Designation A 570 (Grades 30, 33, 36 or
40) or from plate conforming to the requirements of ASTM Designation A 36, A
283 (Grades C or D) or A 572 (Grade 42) or coil conforming to the requirements of
ASTM Designation A 139 (Grades B or C). All longitudinal and girth seams,
whether straight or spiral, shall be bun-welded using an approved
electric-fu sion-weld process.
All steel used for the fabrication of pipe shall have a maximum carbon content of
0.25 percent and shall have a minimum elongation of 22 percent in a two-inch gage
lensth.
2.2 INTERNAL AND EXTERNAL PIPE COATING
STEEL OVERILOW PIPE ASSEMBLY
FOR WSTs
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C.
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See SECTION 09 91 00 - PAINTING
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B. Both the inside and outside surfaces of the overflow assembly shall coated'
C. Allow a minimum of seven days curing after the application of the finish coat
prior to shipment and installation'
WELDING REQUIREMENTS
A. All welding procedures used to fabricate pipe shall be prequalified under provisions
of AWS Standard Dl.l. Welding procedures shall be required for' but not
necessarily limited to, longitudinal and girttr or spiral welds for pipe cylinders.
B. Full and complete information regarding location, types, size and extent of all
welds shalt be clearly shown on the shop drawings. The drawings shali clearly
distinguish between shop and field welds. Joints or groups of joints in which
welding sequence is especially important or technique shall be carefully controlled
to minimize shrinkage sffises and distortion shall be so noted. Shop drawings
shall speciff the groove depths applicable for the effective throat required for the
welding process, Welding positions shall be indicated. Shop drawings shall clearly
indicati
-by
welding symbols or sketches the details of the welded joints and the
preparation of parent metal required to make them. Joints meeting requirements
under AWS Standard Dl.l, Section 2 shall be so noted on shop drawings. Joints
not meeting this requirement shall be qualified as outlined in AWS Standard Dl.l,
Section 5.
C. All welding shall be done by skilled welders, welding operators and tackers who
have had adequate experience in the method of materials to be used. All welders,
welding operators and tacken shall be qualified under the provisions of AWS
Standard Dl.l using test position 3G. All welders welding in positions not covered
by 3G shall be qualified under the appropriate position 5G, 6G, or 6GR. All
welding completed by welders not qualified will be rejected'
D. Welders shall be qualified by an independent, local, approved testing agency not
more than six months prior to commencing work on the pipeline' Machines and
. electrodes similar to those used in the work shall be used in qualification tests. The
CONTRACTOR shall fumish all material and bear the expense of qualifring
welders.
E. If radiographic testing is used in lieu of prescribed AWS bend tests, the weld
reinforcements need not be ground or inegularities or jtmctwe with the base metal
would cause objectionable weld discontinuities to be obscured in the radiograph.
The test coupon shall be radiographed fiom the top centerline to the bottom
centerline on either side. Radiographic testing shall follow the procedure as
specified under AWS Dl.l. All film and test specimens shall be fumished to the
ENGINEER.
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STEEL OVER-FLOW PIPE ASSEMBLY
FOR WSTs
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2.4 FLANGES
A. Flanges shall meet the requirements of AWWA Standard C207, Class D. Flanges
may be either ring type flanges or hub type flanges, but all flanges supplied must be
of the same type and class.
B. The machined faces of all flanges shall be shop-coated with rust-preventive
compound. Edges and back faces of attached flanges and blind flanges shall be
shop-coated with a primer compatible with the application of the final field coating.
The inside of blind flanges shall be epoxy coated in accordance with AWWA
Standard C210.
C. Flange details shall be submitted with Shop Drawings'
D. Bolt holes in all flanges shall straddle field vertical centerline.
2.5 GASKETS FORFLANGES
A. Non-insulating gaskets shall be l/8-inch full-faced Garlock No. 3200 compressed
non-asbestos sheet packing or approved equal.
B. Insulating gaskets shall be JM Red Devil Tlpe E full-face gasket or approved equal.
2.6 INSULATING FLANGE SETS
A. Insulating flange sets shall be provided where shown on the Drawings. Each
insulating flange set shall consist of an insulating gasket, insulating sleeves and
washers and a steel washer.
B. Insulating sleeves and washers shall be one piece when flange bolt diameter is I
ll2-inch or smaller and shall be made of acetal resin. For bolt diameters larger than
I l2-inch, insulating sleeves and washers shall be two-piece and shall be made of
polyethylene or phenolic. Steel washers shall be in accordance with ASTM
Designation F 436.
2.7 FIANGE BOLTS
A. All bolts shall be 3 l6 SS or equal.
2.8 SPECTALS AND FITTINGS
A. Unless otherwise shown on the Drawings, all specials and fittings shall conform to
the dimensions of AWWA Standard C208.
5 STEEL OVERI'LOW PIPE ASSEMBLY
FOR WSTs
33 I l 0r.01
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C.
D.
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B.
Pipe material used in fittings shall be of the same materid and minimum thickness
as the pipe.
The minimum radius of elbows shall be 2.5 times the pipe diameter and the
maximum miter angle on each section of the elbow shall not exceed I I l/4 degrees.
Fittings shall be equal in pressure design stength and shall have the same lining and
coating as the abutting pipe.
Specials and fittings, rurless otherwise shown on the Drawings, shall be made of
segrnentally welded sections from hydrostatically tested plpe, with ends to mate
with the type ofjoint or coupling specified for the pipe.
2.9 PROTECTION OF PIPE COATINGS
The manufacturer shall provide a polyethylene or other suitable wrap on the pipe.
The wrap shall be substantial enough to remain intact during shipping until the pipe
is installed.
The CONTRACTOR shall be firlly liable for the cost of replacement or repair of
pipe which is damaged.
2.IO STRUTTING
PART3
Adequate strutting shall be provided to avoid handling, storage, hauling and
installation damage to the pipe coating.
The strutting shall be placed as soon as practicable after the lining has been applied
and shall remain in place while each pipe is loaded, tansported, unloaded and lifted
into the tank at the jobsite.
EXECUTION
3.1 GENERAL REQUIREMENTS
Handling and Stockpiling Pipe
l. The overflow pipe shall be carefully handled and protected against damage
to the coating, impact shocks and free fall.
2. All pipe handling equipment and methods shall be approved by the
ENGINEER.
3. Pipe shall nol be placed directly on rough ground, but shall be supported in
an approved manner which will protect the pipe against injury whenever
stored at the trench site or elsewhere.
6 STEEL OVER-FLOW PIPE ASSEMBLY
FORWSTS
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4. Damaged coating or lining shall be repaired to the satisfaction of the
ENGINEER, or a new undamaged pipe shall be fumished and installed at no
expense to the OWNER.
5. The pipe shall be handled by use of wide slings and padded cradles or of
other zuitable material designed and constructed to prevent damage to the
pipe coating. The use of chains, hooks or other equipment which might
injure the pipe coating will not be permitted.
6. Stockpiled pipe shall be supported on sand or earth berms free of rock
exceeding three inches in diameter. The pipe shall not be rolled and shall be
secured to prevent accidental rolling.
PREPARATION FOR INSTALLATION
A. The CONTRACTOR shall inspect the overflow pipe to inswe that there are no
damaged portions of the pipe. The CONTRACTOR shall remove or smooth out
any burrs, gouges, weld splatter or other small defects prior to placing the pipes'
B. The ptpe shall be thoroughly cleaned of any foreign substance which may have
collected thereon and shall be kept clean at all times thereafter.
INSTALLATION OF FLANGED JOINTS
A. Before the joint is assembled, the flange faces shall be thoroughly cleaned of all
foreign material with a power wire brush. The gasket shall be centered and the
connecting flanges drawn up watertight without unnecessarily stressing the flanges.
All bolts shall be tightened in a progressive diametrically opposite sequence and
torqued with a suitable, approved and calibrated torque wrench. All clamping
torque shall be applied to the nuts only.
B. After the flange has been properly assembled, the joint shall be thoroughly cleaned
of all foreign material and then primed by brush or by spraying with primer in
accordance with AWWA Standard C209. Following application of the primer, a
joint wrap tape shall be applied to buried flanges in conformance with AWWA
Standard C209, Type II, where the joining pipe is coated with cold-applied tape or
coal-tar enamel.
INSULATED JOINTS
A. Insulated joints and appurtenant features shall be made by the CONTRACTOR as
indicated on the Drawings. The CONTRACTOR shall exercise special care when
installing thesejoints to prevent electrical conductivity across thejoint.
B. Affer the insulated joint is completed, an electrical resistance test will be performed
by the ENGINEER. Should the resistance test indicate a shon circuit, the
CONTRACTOR shall remove the insulating units to inspect for damages, replace
STEEL OVERFLOW PIPE ASSEMBLY
FOR WSTs
33 r l 01.0r
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3.5
l&27{3
all damaged portions and reassemble the insulating joint al no exfia cost to the
OWNER. The insulated joint shall then be re-tested to assure proper insulation.
TESTING REQUIREMENTS
The CONTRACTOR shall demonstafe to the ENGINEER that all bolts on the
overflow have been tightened to the proper torque.
Prior to backfilling, the overflow pipe shall be pressure tested by filling the inside of
the overflow with water to the level of the weir. Visible sigrs of leakage shall be
repaired.
END OF SECTION
8 STEEL OVERFLOW PIPE ASSEMBLY
FOR WSTs
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10.2743
SECTION 33 II 02
DUCTILE-IRON PIPE AI\D X'ITTINGS (CEMENT MORTARLINED
AND BITUMINOUS.COATED)
PARTI GENERAL
l.l WORK INCLUDED
This section of the specifications shall govem fabricating, fumishing and installing
mortarlined and bituminous-coated ductile iron pipelines and fittings including all
appudenant work such as restraint.
The following table summarizes the minimum AWWA Cl50 pressure classes for
ductile iron pipe sizes 4 th'rough 36-inch diameters using a Tlpe 5 trench:
Pipe Diameter Pressure Class
4 - 12 inches 350
16 -24 250
36-inch 150
C. The wall thickness / pressure class depth of bury shall be in accordance with
AWWA C150. Use the minimum presslue class shown above unless otherwise
shown or noted in the Drawings
D. Unless otherwise shown in the Drawings all ductile-iron pipe shall be restrained
joint push-on joint pipe.
1.2 QUALITY STANDARDS
A. American Water Works Association (AWWA)
1. AWWA Cl04 - Cement Mortar Lining for Ductile kon Pipe and Fittings
for Water
2. AWWA Cl05 - Polyethylene Encasement for Ductile hon Piping for
Water and other Liquids
3. AWWA Cll0 - Ductile-kon and Gray-hon Fittings,3lnch through 48
Inch, for Water and other Liquids
4- AWWA Clll - Rubber-Gasket Joints for Ductile hon and Grev-hon
Pressure Pipe and Fittings
5. AWWA Cl50 - Thickness Design of Ductile-hon Pipe6. AWWA Cl5l - Ductile-Iron Pipe, Centrifugally Cast in Metal Molds or
Sand-Lined Molds, for Water and other Liquids7. AWWA Cl53 - Ductile-Iron Compact Fittings, 3 Inch through l2-Inch, for
Water and other Liquids
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8. AWWA C600 - Installafion of Ductile-kon Water Mains
Appurtenances
9. AWWA C606 - Grooved and Shouldered type Joints
B. American Society For Testing and Materials (ASTM)
1. ASTM A 126 - Specification for Gray Iron Castings for Valves, Flanges
and Pipe Fittings
2. ASTM A377 - Specification for Ductile hon Pressure Pipe
3. ASTM A 536 - Specification for Ductile hon Castings
4. ASTM D 395 - Standard Test Methods for Rubber Property- Method B -
Compression Set
5. ASTM D 412 - Standard Test Methods for Rubber Properties in Tension
6. ASTM D 572 Standard Test Method for Rubber Deterioration by Heat and
Oxygen
7. ASTM D I149 Standard Test Method for Rubber Deterioration - Surface
Ozone Cracking in a Chamber
8. ASTM D 2240 - Standard Test Method For Rubber Property - Durometer
Hardness
C. American National Standards Institute (ANSI)
l. ANSI B 16.l - Cast hon Pipe Flanges and Flanged Fittings, Class 25, 125,
250 and 800
D. National Sanitatioa Foundation (NSF)
l NSF 6l - Drinking Water System Components - Health Effects
ACCEPTABLE MANUFACTTIRERS
A. American Cast-Iron Pipe
B. Griffin Pipe
C. Pacific States
D. U.S. Pipe
SUBMITTALS
A. Manufacturers statement indicating the class and wall thickness of the pipe as well
as pressure rating and wall thickness of fittings to be used.
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B. Standard and restrained joint details indicating all pertinent dimensions and
manufacturing tolerances.
C. Materials list indicating the anticipated number of shaight lengths of pipe to be
used and all fittings and specials with conesponding pipeline station locations.
D. Line layout and marking diagram for all restrained joint areas and other areas the
ENGINEER determines is critical. The schedule shall indicate pipe nlmber and
length, station of all appurtenances and station and inved elevation of all bell
ends.
E. Certification for gasket compliance with AWWA Cl I l.
DELIVERY, STORAGE AND IIANDLING
A. Pipe
1. The pipe shall be handled by the use of wide nylon slings and padded
wood cradles or of other suitable material desigrred and constructed to
prevent damage to the pipe coating. The use of chains, hooks or other
equipment that might damage the pipe coating is not permitted.
2. Stockpiled pipe shall be supported on sand or earth berms free of rock
exceeding three inches in diameter.
3. The pipe shall not be rolled or skid along lhe ground. The pipe shall be
securely blocked to prevent accidental rolling.
B. Gaskets
l. Gaskets shall be stored in a secure dry place and protected from ultraviolet
light.
ALLOWABLE DEFLECTION
A. The allowable deflection shall be < 0.03 x pipe OD in accordance with AWWA
cl50
REGULATORY REQTIIRMENTS
A. The work shall conficrm to all applicable special district and utility company
standards where the work is being performed.
B. The CONTRACTOR shall have a copy of the special district and utility company
standards on the project site.
1.6
1.7
33 tl 02 3 DUCTILE-IRON PIPE AND FITTINGS
IrG2743
PART 2 MATERIALS
2.1 PIPE GENERAL
The pipe shall be designed, manufactured, tested, inspected and marked in
accordance with the provisions of this Specification AWWA Cl50 and AWV/A
C151, except as herein modified.
DMENSIONS
Nominal Lay,og Length
l. Nominal pipe lengths shall be l8 - 20 feet, with shorter lengths provided
as required by Drawings, alignment and profile.
2. Permissible variations in length, diameter, weight, wall thickness and
straightness shall domply with the allowable tolerances specified in the
applicable AWWA Standards.
3. The minimum finished inside diameter of the pipe, after lining is placed,
shall be as set forth in the applicable AWWA Standards.
Ductile Iron Thickness
l. Pipe pressure class shall be as required by the desigrr and Section l.l of
this Specification.
2.3 JOINT DESIGN AND FABRICATION
General
L The standard joints shall be push-on rubber gasket joints conforming to
AWWA Clll unless otherwise called out in the Drawings. Joints for
water storage tank projects shall be restrained joints unless otherwise
noted in the Drawings. See paragraph C. below and 1.1 D above.
Bell and Spigot Joint
l. The joint shall be a single rubber gasket joint designed to be assernbled by
the positioning of a continuous, molded rubber ring gasket in an annular
recess in the pipe or fitting socket and the forcing of the plain end of the
entering pipe into the socket, thereby compressing the gasket radially to
the pipe to form a positive seal.
2. The joint shall be desiped for a working pressure equal to or greater than
the pipe working pressure.
3. The manufacturer shall furnish all joint materials including rubber gasket
and joint lubricant.
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Restrained Joints
L The joint to be used where reshained joints are required shall be American
Ca$t Iron Pipe Company's "LOKIAST" joint or'Tast Grip" gasketed joint,
U.S. Pipe and Foundry Company's "T.R. Flex" joint, Clow Corporation's
"Super Lock" joint, EBBA kon's "Megalug," or equal.
2. The joint harness shall be desigrred to resist thrusts resulting from intemal
pressure acting at bulkheads, bends, valves and extending over the
distances as shown on the Drawings.
3. The joint harness shall be desigrred for a pressure equal to the adjacent
pipe working pressure or test pressure whichever is greater. Although
thrust blocks may also be shown in the Drawings, joint hamess is to be
designed without consideration given to any suppod derived from these
blocks.
4, Hamess rods are to be utilized across closure assemblies in tied sections of
the line. Rods are to be connected to the pipe by the use of drilled bell
pipe ends or clamps attached behind bell and spigot joints to assist in
preventing sliding of the clamp. Following installation, the hamess rods
shall be wrapped with a layer of protective tape conforming to AWWA
C2O9- Design calculations for the hamess rods, as well as details of
clamps, are to be submitted to the ENGINEER for review and acceptance.
Only insulated hamess rods are acceptable for use on insulated flanges.
Mechanical Joints
1. All glands shall be ductile iron.
2.4 SPECIALS AND FITTINGS
Unless otherwise shown on the plans, all specials and fittings shall conform to the
dimensions and requirements ofAWWA Cll0 or CI53.
Fittings shall be ductile iron, 250 psi working pressure, and shall have the same
lining and coating as the abutting pipe.
Specials and fittings that cannot be mechanically lined and coated shall be lined
and coated by hand, using the same materials as are used for the pipe and in
accordance with the applicable AWWA Standards. Coatings and linings applied
in this manner shall provide protection equal to that specified for the pipe. Areas
of lining and coating that have been damaged shall be repaired by hand
application in accordance with applicable AWWA Standards.
331102 DUCTILE _IRON PIPE AND FITTINGS
t10-2143
D.Moderate deflections and long radius curves may be made by means of bends or
fittings, by deflecting straight pipe, by using short lengths of pipe, or by a
combination of any of these methods.
Outlets up to two inches in diameter may be threaded directly into the pipe wall.
Outlets greater than fwo inches in diameter shall be integral tee fittings welded
outlets or weleded boss connections.
FLANGES
A. All flanges shall conform to AWWA Clll and A.N.S.I. 816.1 for minimum
working pressure of 150 psi, unless otherwise shown or noted in the Drawings.
B. Blind flanges shall be desigrred in accordance with ASME Unfired Pressure
Vessel Code, Section VItr. The design pressure for the blind flanges shall be 150
psi.
C. Flanges shall be designed on the basis of using l/8-inch ring tlpe Garlock No.
3200 compresed non-asbestos sheet packing.
D. Boltholes in all flanges shall straddle field vertical centerline.
E. Insulated flanges shall have boltholes 3/16-inch diameter greater than the bolt
diameter.
GASKETS
A. Gaskets for Flanged Pipe
l. Gaskets shall be l/8-inch ring type Garlock No. 3200-compressed non-
asbestos sheet packing or approved equal.
B. Gaskets for Mechanical Joint Pipe
l. Rubber gaskets shall conform to AWWA Cl I I
2. Rubber gaskets shall be a vulcanized st)trene butadiene rubber (SBR) that
is free of porous areas, foreign materials and visible defects that make
them unfit for the use intended. No reclaimed rubber shall be used.
3. The required properties of the SBR gasket and the required test method are
given in the following table.
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I Property ASTM Test
Method
Required Value
Hardness, shore
.3A"
D2240 75+5
Minimum
Ultimate Strensth
D 4t2 1500 psi
Minimum
Ultimate
Elongation
D 4r2 150%
Minimum Aging D 572 60%
Maximum
Compression Set
D 395 20%
Resistance to
Surface Ozone
Cracking
D 1149 No cracking
Table I
C. Gaskets for Push-On Joint Pipe
I l. Gaskets shall conform to AWWA Cl I l.
2. Gasket dimensions shall be in accordance with the manufacturer's
standard design dimensions and tolerances.!
3. Rubber gaskets shall be a vulcanized styrene butadiene rubber (SBR) that
I is free of porous areas, foreigrr materials and visible defects that make
them unfit for the use intended. No reclaimed rubber shall be used. Whenr il:,lffffiii:i'i"?1i,":#,::}lli::,i1.i#xTij;ffi*,H11fr1t
- 4. The required properties of the SBR gasket and the required test method are
r given in the following table.
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I10-2743
Property ASTM Test
Method
Main Body
of Gasket
Harder
Portion (If
Used)
Nominal
Hardness, shore
..A"
D2240 50-65 80 85
Tolerance on
nominal hardness
+5 +5
Minimum
Ultimate Tensile
Shength
D 412 2000 psi 1200 psi
Minimum
Ultimate
Elongation
D 412 300%125%
Minimum Aeing D 572 60%
Maximum
Compression Set
D 395 20%
Resistance to
Surface Ozone
Cracking
D ll49 no cracking
Table 2
LIJBRICANT
A. The lubricant shall be suitable for lubricating the parts of the joint for assembly.
The lubricant shall be non-toxic, shall not support the growth ofbacteria and shall
have no deteriorating effects on the gasket material. It shall not impart taste or
odor to water in a pipe that has been flushed according to AWWA C65l .
B. The lubricant containers shall be labeled with the trade name and the
manufacturer's name.
CLOSI.JRES
A. Closures shall be so constructed as to have not less than a minimum of nine (9)
inches and a maximum of seventy (70) inches adjustment which may be made in
the field.
2.9 CEMENTMORTARLINING:
A. Interior surfaces of all pipe, fittings and specials shall be lined in the shop with
cement-mortar in accordance with AWWA C104.
2.7
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The cement shall meet the requirements of "Standard Specifications for Type II
Portland Cement", ASTM Designafion C 150.
The sand shall conform to that prescribed in AWWA C104.
The cement mortar shall contain not less than one part of cement to two parts of
dry sand.
The pipe shall be lined by the cenhifugal process. The lining machines shall be of
a type that has been used successfully for similar work and shall be approved by
the ENGINEER. All work shall be done in a thorough and workmanlike manner
by trained personnel, under the supervision of experienced men skilled in machine
application of cement-mortar lining to pipelines of a size comparable to the work
under this Contract.
The thickness and tolerance of the lining for this project shall match the standard
for the diameter pipe. The finished lining shall have a substantially smooth
surface and be free from harmful ridges, comrgations, elevations and depressions.
A seal coat of bituminous material, continuous and adhering to the lining at all
points, shall be applied to the cement lining. This seal coat shall successfully
withstand all tests described in AWWA C104.
Pipe Diameter
(hches)
Standard Thickness,
T > (inches)
3-12 t/16
t4 -24 3/32
30-54 v8
Table 3
If linings are defective, in the opinion of the ENGINEER, they shall be removed
from the pipe wall and shall be replaced to the lining thickness required. Defective
Iinings shall be cut back to a square shoulder in order to avoid feather edged
joints. The progress of the application of mortar lining shall be regulated in order
that all hand work including the repair of defective areas and the removal of outlet
stoppers and covers shall be completed within 24 hours after the lining is applied.
Cement mortar for patching shall be the same materials as the mortar for machine
lining, except that a finer grading of sand and mortar richer in cement may be used
when field inspection indicates that such mix will improve the finished lining of
the pipe.
Every precaution shall be taken to prevent damage to the lining. If lining is
damaged or found faulty at delivery site, the damage or unsatisfactory portions
shall be replaced with lining conforming to these Specifications.
33 lt 02 DUCTILE-IRON PIPE AND FITTINGS
Ilo-2't43
2.IO EXTERIOR COATING
A. The outside coating shall be a bituminous coating of either coal tar or asphalt base
approximately I mil thick.
B. The finished coating shall be continuous, smooth, neither brittle when cold nor
stickywhen exposed to the sun, and shall be strongly adherent to the pipe.
2.II POLYETHYLENE ENCASEMENT:
A. All ductile iron pipe and fittings shall be polyethylene encased. The polyethylene
encasement material shall be linear low-density polyethylene firlm manufactured in
accordance with AWWA Cl05 section 4.1, with the following additional requirements or
exceptions.
1. Material
a. The raw material used to manufacture polyethylene film shall be in
accordance with ASTM D 4976 and AWWA C105.
Physicals
a. The polyethylene film shall meet the requirements of AWWA
Cl05 for linear low-density polyethylene film and the following
test requirements:
TensileStrength 3,600-psiminimum
Elongation 800% minimum
Dielectric Strength 800 V/mil thickness minimum
Thickness 0.008" 8 mils minimum
Impact resistance 600 g, minimum (ASTM D 1709 Method B)
Propagation tear
Resistance 2,550 gf (ASTM D 1922)
Marking
a. The LLDP shall be clearly marked at a mimimum of 2-feet along
its length containing the information required in AWWA C105,
Section 4.3.
4. The tube size shall conform to AWWA C105 Table I Section 4.2.
2.12 PLASTIC WARNING MARKER TAPE
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PART3 E)GCUTION
3.I GENERAL
See SECTION 33 05 26 - UTILITY WARNING MARKING TAPE
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A. Undergrornd Interference
l. A reasonable attempt has been made to locate and identifo underground
utilities and interferences to be encountered.
2. The locations of existing utilities and interferences are shown in an
approximate way only and not all utilities or interferences may be shown.
3. It shall be the responsibility of the CONTRACTOR to detemrine tle exact
locafion of all existing utilities and interferences prior to commencing
work.
4. The CONTRACTOR shall be fully responsible for any and all damages
which might be occasioned by his failure to exactly locate and preserve
any and all utilities and interferences.
B. Soils Investigation
l. A soils investigation may have been performed for the OWNER in order
to obtain relative data conceming the character of material in and upon
which the project is to be constructed.2. If an investigation has been performed, this information will be made
available to the CONTRACTOR for information purposes only and is not
to be considered pan of these Contract Documents.
3. Regardless whether or not the OWNER has had an investigation
performed, the CONTRACTOR shall satisfr himself as to the kind and
type of soil to be encountered and any water conditions which might affect
the construction of the pipeline and appurtenances.
HANDLING
All pipe and fittings shall be carefully handled and protected against damage to
the lining and coating, impact shocks and free fall.
All pipe handling equipment shall be reviewed and accepted by the ENGINEER.
The pipe shall not be placed directly on rough ground, but shall be supported in a
manner that will protect the pipe against damage whenever the stored along the
trench or elsewhere.
No pipe shall be installed where the coating or lining shows cracks that may be
harmful as determined by the ENGINEER. Such damaged coating or lining shall
33 ll02 I I DUCTILE _IRON PIPE AND FITTINGS
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rv7743
be repaired to the satisfaction of the ENGINEE& or a new undamaged pipe shall
be fumished and installed at no expense to the OWNER
E. Stockpiled ductile iron pipe shall be supported on wood blocks and/or sand bags
placed under the pipe. Sand bags shall be ofsuffrcient size to prevent contact of
the pipe coating with the ground or any obstruction.
F. Rolling the pipe on coated surface will not be permitted. Adequate stutting shall
be provided ifnecessary to prevent damage to plpe lining and coating.
PREPARATION
A. The CONTRACTOR shall inspect each pipe and fiuing to ensure there are no
damaged portions of the pipe.
B. The CONTRACTOR shall remove or smooth out any burrs, gouges, weld splatter
or other small defects prior to lalng the pipe.
C. Before placement of the pipe into the tench or assembled in a vault or pump
station, each pipe or fitting shall be thoroughly cleaned ofany foreign substance
which may have collected thereon and shall be kept clean at all times thereafter.
For this puq)ose, the openings ofall pipes and fittings shall be closed during any
intemrption in the work.
FROZEN FOI.]NDATION
A. No pipe shall be installed upon a bedding foundation into which frost has
penetrated or at any time when the ENGINEER determines that there is a danger
of the formation of ice or penetration of frost at the bottom of the excavation.
B. No pipe shall be laid unless it can be established that the trench will be backfilled
before the forrnation ofice and frost occurs.
BEDDING
No blocking of pipe will be permitted.
Before the prpe is laid, the sub grade shall be prepared by bacldlling with clean
uniforrrly graded sand so as to provide a uniform and continuous bearing and
support for the prpe at every point between bell holes, except that it will b€
permissible to disturb or otherwise damage the sub grade surface over a maximum
length of l8-inches near the middle of each length of pipe by the withdrawal of
pipe slings or other lifting tackle.
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3.5 JOININGPUSH-ONJOINTS
A. Immediately before joining two lengths of ductile iron pipe, the inside of the bell
end, the outside of the spigot end and the rubber gasket shall be thoroughly
cleaned to remove oil, grit, excess coating, and other foreign matter. The rubber
gasket shall be flexed inward and properly inserted in the gasket recess ofthe bell
socket. Caution shall be exercised to insure the correct type of gasket is used.
B. A thin film of gasket lubricant shall be applied to both the inside face of the
gasket and the spigot end ofthe pipe.
C. The spigot end of the pipe shall be placed in the socket with care to prevent the
joint from contacting the ground.
D. The joint shall be completed by pushing the pipe home with a slow steady
pressure without jerky or jolting movements. Pipe furnished without a depth mark
shall be marked before assembly to assure insertion to the full depth of the joint.
The spigot end of field cut pipe lengths shall be filed or ground to resemble the
spigot end of such pipe as manufactured.
E. Whenever it is desirable to deflect push-on joint pipe in order to form a long
radius curve, the deflection shall not exceed eighty percent (80%) of the pipe
manufacturer's recommendations for maximum deflection or a maximum of three
degrees perjoint whichever is less.
JOINING MECIIAMCAL JOINT PIPE
Before joining mechanical joint ductile iron fittings to the ductile iron pipe, the
outside of the spigot, the inside of the bell and the rubber gasket shall be
thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter.
Normal practice is to lubricate the joint with a soap solution; however, in cold
weather the joint may be assembled dry if approved by the ENGINEER. Extreme
care shall be exercised in making the dryjoint.
The ductile iron gland shall be slipped on the spigot end of the pipe with the lip
extension of the gland toward the socket, or belt end. The rubber gasket shall be
placed on the spigot end with the thick edge toward the gland.
The pipe shall be pushed forward until the spigot end full penetrates the bell. The
gasket shall then be pressed into place in the bell evenly around the entire joint.
The gland shall be moved along the pipe into position for bolting, the bolts
inserted, and the nuts screwed finger tight, then tightened with a torque-limiting
wrench. The torque for the various sizes of bolts shall be as follows:
331102 13 DUCTILE -IRON PIPE AND FITTINGS
It0-2743
Pipe Size Bolt Size Range of Torque
(krches) (hches)(Ft.lbs.)
2-3 5/8
4-24 3/4
30-36 I
Nuts spaced 180 degrees apart shall be tightened altemately in order to produce an
equal pressure on all parts ofthe gland.
Whenever it is desirable to deflect mechanical joint pipe in order to form a long
radius curve, the deflection shall not exceed eighty percent (80%d of the pipe
manu facturer's recommendations for maximum deflection.
FLDilBLE COUPLED JOINTS
A. When installing flexible couplings, care shall be taken that the connecting pipe
ends, couplings and gaskets are clean and free of all dirt and foreign matter with
special attention being given to the contact surfaces of the pipe, gaskets and
couplings. These couplings shall be assembled and installed in confonnity with
the recommendations and instructions of the coupling manufacturer.
B. Wrenches used in bolting couplings shall be of a tlpe and size recommended by
the coupling manufacturer. Coupling bolts shall be tightened so as to seclrre a
uniform annular space between the follower rings and the body of the pipe and all
bolts tightened approximately the same amount.
C. Diametrically opposite nuts shall be tightened progressively and evenly. Final
tightening shall be done with a torqueJimiting wrench set for the torque
recommended by the coupling manufacturer.
FLANGED JOINT
Before the joint is assembled, the flange faces shall be lhoroughly cleaned of all
foreign material with a power wire brush.
The gasket shall be centered and the connecting flanges drawn up watertight
without unnecessary stressing of the flanges.
All bolts shall be tightened in a progressive diametrically opposite sequence using
torque wrenches at settings recommended by the manufacturer (75 lb. min.).
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33 rr 02 14 DUCTILE_IRON PIPE AND FITTINGS
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D. Only compressed non-asbestos sheet gaskets with a rubber compound binder shall
be used. Where steel flanges are connected to ductile iron flanges, an insulating
connection shall be provided,
3.9 POLYETHYLENE WRAP
A. Ductile iron pipe and fittings shall be polyethylene encased in accordance with
AWWA Cl05 and as detailed on the Drawings.
3.IO JOINTBONDING
A. Bonding is NOT required unless otherwise shown in the Drawings.
B. Insulated, stranded copper wire and Cadweld brazing cartridges as shown in the
Drawings shall be used. Use 2-#0 wires unless otherwise shown in the Drawings.
Joint bonding materials shall be furnished by the pipe supplier.
C. Pipe must be cleaned to bare bright metal at the location where the bond is
installed.
D. All Cadwelds shall be primer coated and covered with Handy-caps or approved
equal.
3.I I CUTTING AND FITTING
A. The CONTRACTOR shall make all pipe cuts required to conform to location, line
and grade.
B. All cuts on ductile iron pipe shall be made by the use of pipe cutters or pipe saws.
All cuts shall be straight and true.
3.12 DUCTILE-IRON CARRIER PIPE IN CASINGS
A. The pipe to be encased within the casing pipe shall be the same as the adjacent
pipe or as specifically required on the Drawings.
3.I3 PIPE ALIGNMENTAND GRADE
A. In laying pipe, maximum tolerance is permitted to set line within +/-0.3 foot and
grade within +/-0.1 foot.
B. Regardless of vertical tolerance, the pipe shall be placed to have a minimum of 4
l/2 feet ofcover over the top ofthe pipe.
33 tt 02 I5 DUCTILE_IRON PIPE AND FITTINGS
Il0-2't 43
Fittings, valves and hydrants shall be installed at the specified locations and
elevations, unless written permission to deviate is obtained from the ENGINEER.
When lalng pipe in curves, the intent is to lay to the alignment. The pipe shall be
kept in alignment by deflecting joints, using short lengths or bends.
Any changes in aligrunent and grade must be authorized by the ENGINEER and
shall be accomplished by the installation of additional fittings, or "breaking" of
joints.
3.14 DEVIATION FROM ALIGNMENT AND GRADE OCCASIONED BY OTHER
STRUCTURES
Whenever obskuctions, not shown on the Drawings, interfere to such an extent
that an alteration in the plans is required, the ENGINEER shall have the authority
to determine the best method of correction.
B. The ENGINEER may change the plans and order a deviation from line and grade,
or he may instruct the OWNER to arrange with the CONTRACTOR to arrange
with the owner of the strucfure for its removal, relocation or reconstruction, as
best fits the economic and field conditions.
3.I5 TEMPORARYBULKHEAD
A. Whenever the pipe is left unattended, temporary plugs shall be installed at all
openings.
B. Temporary plugs shall be watertight and of such design as to prevent children and
animals from entering the pipe.
C. If water accumulates in the hench, the plugs shall remain in place until the trench
is dry.
3.16 PLASTIC MARKER TAPE
A. Plastic marker tape shall be placed in the trench backfill approximately l8 inches
below grade.
B. The tape shall be placed horizontally to readily enable reading ofthe tape above
all pipe.
END OFSECTION
C.
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I33110216 DUCTILE _IRON PIPE AND FITTINGS
I s-2t44
ll SECTION 33l2rc.42
3 INCH THROUGH l2-INCH GATE VALVES
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A. Furnish, install, and test all valves and hydraulic appurtenances.
1.2 GENERAL
A. All gate valves shall conform to AWWA C509 Standard forResilient-Seated Gate
Valves for Water and Sewage Systems.
B. The additional requirements and exceptions to the AWWA standards contained
herein shall also be applicable.
C. Buried valves with diameters of 3 inches to 12 inches shall be installed vertically
on horizontal pipelines without gearing, by-passes, rollers or tracks. Buried
valves shall have mechanicaljoint ends.
D. Valves shall have gray or ductile iron body, fully bronze-mormted, with non-rising
stem.
I 1.3 QUALITY STANDARDS
I A. American Water Works Association (AWWA)
I l. AWWA C509 - Standard for Resilient-Seated Gate Valves for Water and
I 2. i"tffif"a:t$"Tiandard for prolective Interior coatings for valves andI Hydrants
I r.4 suBMrrrAls
r A. Submit shop drawings including information on operable pressure ranges, tem-
I perature tolerances, standard service operating conditions, and functions of the
particular valve and required operating appurtenances.
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33 12 16.02 I 3_INCH THROUGH l2_INCH
I GATEVALVES
I9-2t44
1.5 QUALITY STANDARDS:
A. General
l. Valves contained in this and referenced sections shall be produced in full
compliance with specified items and any references to codes and stan-
dards.
2. Abbreviated forms of more commonly referenced standards are as follows:
AGMA - American Gsar Manufacturers Association
ANSI - American National Standards Institute
ASTM - American Society for Testing and Materials
AWWA - American Water Works Association
MSS - Manufacturers Standardization Societv of the Valve and Fit-
tings Industry
B. End Connections
l. The CONTRACTOR shall furnish valves with end connections as shown
on Drawings. End types shall comply with the following specifications:
a. Mechanical Joints
(1.)All components of this type ofjoint shall conform to ANSI
2l.lllAWWA Standard Clll, Rubber-Gasket Joints for
Cast-kon and Ductile-kon Pressure Pipe and Fittings. The
bolts and hexagon nuts shall be fabricated from high-
strength, low alloy steel conforming to ASTM A 242 and
known in the industry as "Cor-Ten" or "Usalloy''.
Accessories for the mechanical joint consisting of the gas-
ket, gland and fasteners shall be fumished and packaged
separately from the valves. Each package shall be labeled
in such a manner as to provide for proper identification and
number ofunits per package or bundle.
b.Flanged Joints
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b.
c.
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(1.)
(2.)
Flanges shall be drilled in accordance with ANSI-B16.1
Class 125 Cast-Iron Flange Specifications unless otherwise
shown on the Drawings.
Unless called out otherwise on the Drawings, flanges shall
be machined to a flat face with a finish of 250 micro-inches
AARH maximum or machined to a flat surface with a ser-
rated finish in accordance with AWWA Standard C207.
Section 6 for Steel Pipe Flanges.
3-INCH THROUGH Iz-INCH
GATEVALVES
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tt (3) [+ftff*ts shall be one-eighth (l/8) inch ring type
I (4.) All thread studs shall be used on all valve flange connec-
t tions and shall be in accordance with ASTM Standard Des-
r 1.6 SERVICE
ignation A 307 ' Grade B' with heavy hex nuts'
I A. All valves shall be suitable for frequent operation as well as service involving
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long periods of inactivity.
B. The operating pressure for all sizes shall be 200-psi gauge.
I 1.7 VALVE OPERATORS
A. Where shown in the Drawings, gate valves shall be equipped with a handwheel.
Manual operation of the handwheel shall not require more than 50 pounds of rim
I Pull'
r B. Unless otherwise shown in the Drawings, the valve shall be equipped with a stan-
dard two-inch square wrench nut.
I' I.8 VALVE STEMS
I A. Valve stems shall be threaded so that valves shall close by turning to the left
(counterclockwise), open right (clockwise).
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I B. Each valve shall be fumished with a two-inch square wrench nut.
I C. The diameter of lhe stem and number of tums to open shall be in conformance
I wittrAWWAC 509.
I 1.9 VALVE OPERATING NUT EXTENSION SHAFT
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A. All valves that have an operating nut at a depth greater than five feet below finish
I grade shall have an operating nut extension shaft.
B. The shaft shall bring an operating nut to within l8 inches of {inished grade.Ir C. The operating nut extension shaft shall be made of similar material and size to the- valve operating shaft.
I' I.IO STEM SEALS
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I A. The stem seal shall consist of two O-rings, designed to permit replacement of the
seal above the thrust collar with the valve under pressure in the full-open position.
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331216.02 3 3-INCH THROUGH I2-INCH
r GATEVALVES
IB. The stem seals shall be in conformance with Section 4.4.6 of AWWA C 509.
1.II VALVBBOXES
A. Valve boxes shall be three-piece adjustable screw qpe, six-inch diameter, manu-
factured by the Tyler Pipe Company series #6860 with #160 oval base or an ap-
proved equal.
B. Valve box covers shall be marked with the word "WATER" and shall have a lip
or flange extending into the valve box shaft.
C. No slip-type boxes will be permitted.
I.I2 ACCEPTABLEMANUFACTTIRERS
A. American Darling
B. Clow
C. Mueller
D. M&H
1.13 IDENTIFICATION
A. All valves shall have the manufacturer and size of the valve visiblv cast on the
body or on a plate attached to the body ofthe valve.
I.I4 AFFIDAVITOFCOMPLIANCE
A. The manufacturer of valves supplied under this Specification shall furnish to the
ENGINEER, an affidavit of compliance in accordance with all applicable provi
sions of AWWA C504 and AWWA C509 as modified or supplemented herein.
PART 2 MATERIALS
2.1 BRASS AND BRONZE COMPONENTS
A. Brass and bronze components of valves and appurtenances in contact with water
and brass or bronze used in any part of a valve in buried or submerged service
shall be alloys containing less than 16 percent zinc and 2 percent aluminum.
3-INCH THROUGH l2-INCH
GATE VALVES
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B. Acceptable alloys
l. Acceptable alloys shall be in accordance with the following ASTM desig-
nations:
B 61, B 62,898 (AlloyA, B, orD), B 139 (AlloyA), B 143 (Alloy 1-B),
B 164, B 194,8292 (Alloy A), andB 127-
C. Stainless Steel
l. Stainless steel Alloy l8-8 may be substituted for bronze at the option of
the manufacturer with the acceptance of the ENGINEER.
2,2 FLANGEFIMSH
A. Unless called out otherwise on the Drawings, flanges shall be machined to a flat
face with a finish of 250 micro-inches, AARH maximum, or machined to a flat
surface with a serrated finish in accordance with AWWA C207.
2.3 VALVEBOX
A. Valve box parts shall be rnade of gray cast iron in compliance with the require-
ments of ASTM A48 or ASTM 4126.
2.4 BOLTS AND HEX NUTS
A. Bolts and hex nuts used on the valve shall be the manufacturer's standard, either
fabricated from a low-alloy steel for corrosion resistance or electroplated with
zinc or cadmium. The hofdip process in accordance with ASTM Standard Des-
ipation A 153 is not acceptable for the threaded portions of the bolts and nuts.
B. Bolts and hex nuts used on bonnet of the valve shall be the manufacturer's stan-
dard, either fabricated from a low-alloy steel for corrosion resistance or elecko-
plated with zinc or cadmium.
2.5 GASKNTS
A. The flat gaskets, either ring type or full-faced type, required at the bonnet connec-
tions shall be fabricated from compressed asbestos sheet with a rubber compound
binder.
B. Use of a homogeneous rubber or vegetable fiber sheet for fabrication of gaskets is
not acceptable.
3-INCH THROUGH I2-INCH
GATE VALVES
33 l2 16.02
I9-2t44
2.6 PAINTING
PART3 EXECUTION
3.1 PRIOR TO INSTALLATION
Carefully clean valves of all foreigr material and inspect valves in open and
closed positions.
Notify ENGINEER and do not install the valves if they do not tunction properly
for the intended purpose.
Prior to installing valves, the flanged faces or threaded ends shall be thoroughly
cleaned.
3.2 INSTALLATION
Installation practices shall conform to manufacturer's recommendations.
After cleaning threads, apply acceptable joint compound.
3-INCH THROUGH I2-INCH
GATE VALVES
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Coating shall be applied to the ferrous parts of the valve except for finished or
bearing surfaces.
L lntemal surfaces.
a. All intei:ral fenous surfaces except finished or bearing surfaces shall
be prepared for coating by sandblasting to a "Near White Metal
Finish' per SSPC-SP-I0.
b. These surfaces shall then be coated with a two-part thermosetting
polyamide epoxy in two or more uniform coats to a minimum dry
film thickness of 12 mils.
b. Epoxy coating shall conform to AWWA C550 and shall be Engard
460, Keysite 750 or equal.
Extemal surfaces.
a. All exterior surfaces except finished or bearing surfaces shall be
carefully prepared by removing dl dift, grease, and rust and shall be
cleaned to the extent that the coating will bond to all surfaces.
b. The exterior of each valve except flange faces shall be shop epoxy
coated to conform to AWWA C550 and shall be Engard 460,
Keysite 750 or equal.
33 t216.02
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If ' -r u. After cleaning flanges, insert the gasket and tighten the nuts progressively and
'r1:,. .t) uniformly. If flanges leak under pressure, loosen the nuts, reseat or replace the/- gasket, retighten thenuts, and retest thejoints.r D. Bolt holes of flanged valves shall straddle the centerline of the pipe run.
I E. Unless otherwise shown in the Drawings install valves with the operating nut set
vertically and set plumb.
F. All underground valves shall be installed with cast-iron valve boxes set over the
valve with no weight bearing on the valve or pipe.
G. All underground valves shall be coated with bituminous material and encased in
I 3.3 ,"rrollt"*t'"""
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A. Valves shall be tested at the same time that the adjacent pipeline is tested.
B. If there Ere any special parts of control system or operators that might be damaged
by the pipeline test, they shall be properly protected. The CONTRACTOR will be
held responsible for any damage caused by the testing.
I c' H[:H.:i::# Jj::]"J:y*e
under test. Repair joints that show signs or
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END OF SECTION
3-INCH THROUGH I2-INCH
GATE VALVES
33 t2 16.02
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t PART1 GENERAL
I l.r woRK IN.LUDED
I A. The CONTRACTOR shall fumish all labor, materials, tools, equipment and per-
I form alt work and services necessary for, or incidental to, the fumishing and in-
i_ stalling of all dry-banel hydrants as shown in the Drawings and specified herein.
r B. If a conflict exists between the hydrants specified herein and the OWNER's speci-
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fied hydrants, the OWNER's specification shall control.
T 1.2 SUBMITTALS
A. Statement of conformance with applicable AWWA Specifications
B. Manufacturer's cut sheets
I.3 QUALITY STANDARDS
f A. American Water Works Association (AWWA)
l. AWWA Cl04 - Cement Mortar Lining for Ductile-Iron Pipe and Fittings
I for Water
2. AWWA Cl05 - Polyethylene Encasement for Ductile-Iron Piping for Wa-
I ter and Other Liquids
| 3. AWWA Cl l0 - DuctileJron and Grey-lron Fittings, 3 in. Through 48 in.
for Water and Other Liquids
I 4. AwwA C500 - Gate Valves for Water and Sewerager 5. AwwA C502- Dry-Banel FireHydrants
6. AWWA C600 - Installation of Ductile-Iron Water Mains and Their Appur-
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- Disinfecting water Mains
t B. American Society for Testing and Materials (ASTM)
l. ASTM A 242 - Specification for High-Strength Low-Alloy Structural
I Steel
I 1.4 SERVICE
I A. All fire hydrants shall be designed for a working pressure of 250 psi.
I
I :r:nv FIRE HYDRANTS
B. Each factory assernbled unit shall be hydrostatically tested in accordance with the
applicable specifi cations.
C. Shop tests for the body and main valve shall be subjected to a hydraulic pressure
of300 psi.
I.5 SIZE
A. Hydrants shall have a six-inch mechanical joint inlet, minimum 5-1/4 inches,
compression-tYPe main valve.
I.6 HYDRANTTYPE:
A. Hydrants shall be three-way with two 2-l/2 inch hose nozzles and one 4-l/2 nch
pumpsr nozzle, threads meeting ANSI 826 located in the same plane with the
center line of the hydrant run. Nozzles must be easily replaceable in the field
with standard tools.
l. Operating and cap nuts must be l-ll2 inch, Number 17 National Standard
hex main valve that open to the left. An arrow cast on top of the hydrant
shall indicate direction of opening.
2. There shall be a breakable section that permits a clean break at or nqr
ground level, preventing water loss in case ofbreakage.
3. Working parts must be removable for maintenance or repair without exca-
vation.
4. The operating mechanism shall be non-wetting, oil reserwoir lubricated,
with o-ring seals and barrel drain bronze mounted with at least two outlets,
which operate automatically with the main valve.
B. The pumper nozzle shall be at least l8-inches above the ground line.
1.7 ACCEPTABLEMANUFACTURERS
A. Mueller - Centurion Model A 423
I.8 CERTIFICATION
A. The manufacturer shall provide a swom statem€nt that all hydrants are in confor-
mance with AWWA C502 as modified or specified herein-
PART 2 MATERIALS
2.1 GENERAL
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t33 1219 FIRE HYDRANTS
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All fire hydrants shall be designed and manufactured in strict conformance with
AWWAC502.
INLET CONNECTION
The hydrant shall be provided with a mechanical joint inlet to accommodate 6-
inch diameter ductile-iron pipe complete with rubber gasket, gland, bolts and nuts
in conformance with ANSI 421.1l.
The bolts and nuts hall be a high-strength low-alloy corrosion resisting steel,
"Cor-Ten" or equal, wiih a minimum yield strength of 50,000 psi conforming to
ASTM A242.
MAIN VALVE ASSEMBLY
A. The main valve of the hydrant shall be a 5 ll4 inch diameter compression bpe
which closes with the water pressure. The seat ring shall be bronze with a ma-
chined face and extemal threads for threading into a bronze drain ring or a bronze
bushed shoe to provide bronze to bronze seating for the main valve, complete
with O-rings for sealing.
B. The gasket for the valve shall be a replaceable type fabricated from a resilient ma-
terial with a threaded bottom plate or nut complete with seal to prevent leakage
from the hydrant.
C. The valve assembly shall include one or more drain valves that will work auto-
matically with the main valve and drain the barrel of the hydrant when the main
valve is in the closed position. All drain tubes shall be bronze lined and sized
large enough for the barrel to drain within 12 minutes when the barrel is size for a
five foot trench depth.
D. All parts of the main valve assembly shall be so designed that rernoval of the as-
sembly from the banel is accomplished without excavation.
OPERATINGNUT SHAFT
A. The operating nut shall be pentagon shaped with a finished height of I l/8 inch.
The dimensions from point-to-flat are I 3/8 in. at the top and at the bottom of the
nut. Bushings in the bonnet shall be so constructed that it will prevent the operat-
ing nut from traveling during opening or closing operation. The bushing shall
also house a gasket or seal to prevent moisture or foreign material from entering
the lubricant reservoir.
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B. The hydrant shall open by tuming the operating nut to the left in a counter-
clockwise direction and shall have an arrow on top of the bonnet to desigrate the
opening direction.
2,5 PUMPERNOZZLE AND CAP
A. The pumper nozzle shall be 4 ll2 inch nominal diameter.
B. T\enozzle cap shall be fumished with a synthetic rubber gasket installed in a re-
taining groove and the dimensions and shape of the nozzle cap nut shall be the
same as the oPerating nut'
C. Nozzle caps shall be furnished with security chains with one end of each securely
attached to the upper barrel section ofthe hydrant.
2.6 HOSE NOZZLE AND CAPS
A. The two hose nozzles shall be 2l/2 ineh nominal diameter. Each hose nozzle
shall include anozzle cap with nut and security chain.
2.7 NOZZLE ATTACHMENT
A. The hose and pumper nozzles shall be threaded and locked in place by a stainless
steel pin or screw. Sealing of the threaded connections shall be accomplished by
the use of O-ring gaskets.
2,8 COLOR
A. The upper exposed section of the hydrant above ground shall be given a prime
coat of synthetic red lead primer Type IV-TFP-86a followed by one shop coat of
alkyd enamel paint conforming to the OWNER's standards-
B. The buried portion of the hydrant shall be coated in accordance with AWWA
c106.
2,9 MARKER FLAG
A. All hydrants shall have marker flags.
B. The marker flag shall be a Nordic Flex Flag, FF2, 72-inches long.
PART 3 EXECUTION
3.I PRIOR TO INSTALLATION
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t33 1219 FIRE HYDRANTS
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-f . A. Carefully clean all hydrants of foreigrr materials and inspect hydrants in the open
and closed positions.
t 3.2 rNSrALLArroN
I A. Hydrants shall be installed in accordance with AWWA C600 and AWWA Manual
t Ml7.
l. tnstall the hydrant in accordance with the manufacturer's written require-
; ments and specifications.
I ?- :rT#J|itrilttfft and rocated as shown in the Drawings'
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a. All underground valves shall be installed with cast-iron valve
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b. All underground valves shall be in conformance with SECTION33
t 1216.02 - 3-INCH THRoucH I2-INCH GATE vALVES.
- 4. Polyethylene Encasement
ll a. The entire hydrant shall be encased in polyethylene in conformance
I i withAWWAClO5.
t 5. Restraint
, a. Hydrant runs shall be restrained in conformance with the Drawings
and applicable specifi cations.I! B. Finish grade around the fire hydrant shall be a minimum of six to a maximum of
I l2-inches below the flange forthe final grade.
r 3.03 TESTING
I A. All hydrants shall be tested at the same time that adjacent pipelines are tested int accordancewith SECTION 33 14 00 - PIPELINE HYDROSTATIC TESTING.
I B'
l$Hffi1i1x""l,l:JTlf,:fffi1:ringthetesting'
rhecoNrRACroRsharr
I END OF SECTION
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sEcTroN 33 r2 43
BOLTED SLEEVE TYPE COUPLINGS,
IIIGH DEFLECTION FITTINGS (COUPLINGS),
FLAI\GE ADAPTERS AND FLEXIBLE COI{NECTORS
PARTI -GENERAL
WORKINCLUDED
A. The CONTRACTOR shall fumish and install all bolted sleeve type couplings,
flange adapters, flexible connectors and insulating kits as shown in the Drawings.
B. Materials strength ratings shall be consistent with the pressure class ofpipe used.
ST]BMITTALS:
A. Manufacturers data sheets.
QUALITY STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM A 47 - Specifications for Ferritic Malleable Iron Castings2. ASTM A 53 - Specifications for Pipe, Steel, Black and Hot-Dipped, Zinc-
Coated. Welded and Seamless
3. ASTM A 126 - Specifications for Gray hon Castings for Valves, Flanges,
and Pipe Fittings (Grade B)
4. ASTM A 325 - Specifications of r High-Shenglh Bolts for Structural Steel
Joints
5. ASTM A 512 - Specifications for Cold-Drawn Buttweld Carbon Steel
Mechanical Tubing6. ASTM A 536 - Specification for Ductile-Iron Castings7. ASTM A 715 - Specification for Steel Sheet and Strip, High-Strength,
Low-Alloy, Hot-Rolled, and Steel Sheet, Cold-Rolled, High-Strength,
Lowe-Alloy, with Improved Formability
B. American National Standards lnstitute (ANSD American Water Works
Association (AWWA)
l. ANSUAWWA Cl53/A21.53 - 3 In. Through 24 In. for Ductile-hon
Compact Fittings and 54 In. Through 64 In. for Water Service
I BOLTEDSLEEVETYPECOUPLINGS,
HIGH DEFLECTION FITTINGS
FLANGE ADAPTERS AND FLEXIBLE CONNECTORS
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PART 2 MATERIALS
2.OI GENERAL
Bolted Sleeve Tlpe Couplings and Flange Adapters
1.Bolted sleeve tlpe couplings and flange adapters shall be designed to
relieve mechanical shess in pipelines due to thermal expansion and
contraction, differential settlement, and to facilitate pipeline construction.
Bolted sleeve type couplings shall consist of a sleeve that fits over the ends
of the two pipeline sections to be joined.
The coupling shall form a water tight seal be compressing resilient wedge-
shaped gaskets between the ends ofthe sleeve and the pipelines.
The gaskets shall be compressed by two retainer rings bolted to one
another on the outside perimeter of the coupling sleeve.
Flange Adapters
l. Flange adapters are special flexible couplings that have one retainer ring
and gasket replaced by a flangejoint on the coupling sleeve.
Insulating and Reducing Bolted Sleeve Tlpe Couplings
l. Insulating couplings with bolt and nut insulating kits shall be used when
joint pipes of dissimilar materials.
D. High Deflection Fittings (Coupling)
L High deflection couplings shall permit up to four (4) times the accepted
joint deflection of DI pipeline fittings and sleeves.
2. The fitting shall have a thrust restraint system integral to the fitting.
Acceptable Manufacturers
A. Bolted Sleeve Tlpe Couplings
l. Dresser Style 38
2. Smith Blair (Rockwell) Style 4l I
3. Romac, Series 400
4. Baker. Series 200
2 BOLTEDSLEEVETYPECOUPLINGS,
HIGH DEFLECTION FITTINGS
FLANGE ADAPTERS AND FLEXIBLE CONNECTORS
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I . B. Flange Adapters forDuctile hon Pipe
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I C. Flange Adapters for Steel Pipe
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D. Transition CouplingsII 1. Dresser Style 162
f 2- Rockwell Product No- 413
" E. Insulating Bolted Sleeve Type Couplings
t-
t l. Dresser Style 39
1| F. lnsulating - Transition (Reducing) Bolted Sleeve Type Couplings
I l. Dresser Style 39-62
I G. Flexible Cormectors
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l. Metra-Flex StyleR
H. High Deflection Fittings (Couplings)
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rl l U.S. Pipe "Xtra Flex"
I 2.2 SLEEVE AND FLANGE ADAPTER BoDIES:
r, A. Sleeve and flange adapter bodies shall be fabricated from cast iron, malleable iron
I or carbon steel in conformance with the following ASTM Standards:
I l. ASTM Al26,GradeB
' ? iSTMiil
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' 331243 3 BOLTED SLEEVETYPECOUPLINGS,
I FLANGE ADA'rERS rffiili*?:t8l'lf.rrTff3
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2.4
RETAINERRINGS
A. Retainer rings shall be malleable iron, ductile iron or high carbon steel
conforming to the following ASTM Standards:
I. ASTM A 47
2. ASTMA536
3. ASTMATI5
BOLTS
A. Bolts shall be high strength alloy steel, with heavy hexagon nuts in conformance
with ASTM 4325.
2.5 GASKETS
A. Gaskets shall be svnthetic rubber.
2.6 FLEXIBLECONNECTORS
A. Units shall be constructed of neoprene and nylon.
B. Flanges shall be tapped or drilled to mate with ANSI 150 pound companion
flanges.
C. Flexible connectors shall be capable of operatingup to 240 degrees and 125 psi
pressure/vacuum seryice conditions.
PART 3 EXECUTION
3.I GENERAL
A. Install all bolted sleeve type couplings, flange adapters, high deflection fittings
(couplings), flexible connectors and insulating bolted sleeve tlpe couplings in
accordance with the manufacturer's recommendations.
Prior to installation, thoroughly remove all oil, scale and dirt from the coupling or
adapter to provide a clean set for the gasket.
Clean the gasket immediately prior to installation.
Tighten bolts progressively around the retainer gland until all bolts have a uniform
torque. Final tightening shall be performed with a torque-limiting wrench to the
torque level recommended by the manufacturer.
4 BOLTEDSLEEVETYPECOUPLINGS,
HIGH DEFLECTION FITTINGS
FLANGE ADAPTERS AND FLEXIBLE CONNECTORS
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Install restraint rods, Meg-a-lugs, and insulating kits, where required, to provide
restraint for pipeline thrust.
END OFSECTION
5 BOLTEDSLEEVETYPECOUPLINGS,
HIGH DEFLECTION FITTINGS
FLANGE ADAPTERS AND FLEXIBLE CONNECTORS
33 12 43
I t,z.r3
l)
I PARTI GENERAL
I 1.1 WORK INCLUDED
I A. The CONTRACTOR shall fumish and install all grooved pipe couplings as shown
I in the Drawings.
I B. Materials stength ratings shall be consistenl with the pressure class ofpipe used.I
C. The CONTRACTOR is responsible for coordinating the grooved pipe coupling
I with the outside diameter of the pipe to insure a proper installation.
1.2 SUBMITTALS
r A. Manufacfurer's data sheets
I B. lnstallationprocedures
- 1.3 QUALTTY STANDARDS
I A, American Water Works Association
l. AWWA C606 - Grooved and Shouldered Joints
I B. American Society for Testing and Materials
I l. ASTM A 47 - Specifications for Ferritic Malleable Iron Castings
I 2. ASTM A 193 - Specification for Alloy-Steel and Stainless Steel Bolting
I Materials for High-Temperature Sewice
3. ASTM A 536 - Specifications for Ductile-Iron Castings4. ASTM D 2000 - Classification System for Rubber Products in AutomotiveI Applications
I 1.4 DELIVERY, SToRAGE AND HANDLING:I
A. See SECTION 01610 - DELryERY STORAGE AND HANDLINGII I.5 ACCEPTABLE MANUFACTURER
A. Mechanical grooved pipe couplings and fittings as manufactured by VictaulicrM
Company of America or equal shall be used as shown in the Drawings,
I 33r2s3
SECTION 33 12 53
GROOVED PIPE COUPLINGS
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GROOVED PIPE COUPLINGS
It0-2143
B. The grooved-end product manufacturer shall be ISO-9001 certified.
I.6 SERVICE
A. The coupling will be used to connect potable water pipelines with water tempera-
tures less than 100" F and pressures equal to or less than 150 PSI.
PART 2 MATERIALS
2.I COUPLINGS
A. Couplings for 6 through 24-inch diameter steel pipe shall be Victaulic Style 77
cast of ductile iron conforming to ASTM A 536 or malleable iron conforming to
ASTM A 47 with an alkyd-phenolic primer coating with a synthetic rubber gasket.
B. Couplings for 30, 36 and 42-nch diameter steel pipe shall be Victaulic Style 770
cast of ductile iron conforming to ASTM A 536 or malleable iron conforming to
ASTM A 47 with an alkyd-phenolic primer coating with a synthetic rubber gasket.
B. Couplings for ductile-iron pipe shall be Victaulic Style 3 I cast of ductile iron con-
forming to ASTM A 536 or malleable iron conforming to ASTM A 47 with an al-
kyd-phenolic primer coating with a synthetic rubber gasket.
B. Bolts and nuts shall conform to ASTM A 193, Grade B 8, Class 2 (Type 304
stainless steel).
2.2 PIPE MATERI,ALS
A. Pipe materials shall conform to AWWA C606, or the coupling manufacturer's
recommendations for rigid grooving dimensions.
2.3 GASKETS
A. Gaskets shall be flush seal design molded of synthetic rubber specially com-
pounded to conform to the pipe surfaces with a short center leg that shall bridge
the pipe ends offering an initial seal on the leading edge ofthe pipe ends.
B. Elastomers shall have properties as desigrrated in ASTM D 2000.
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t33 t2 53 GROOVED PIPE COUPLINGS
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I ., PART3 E)GCUTTON
I 3.I ASSEMBLY AND INSTALLATION
I A. Pipe ends shall be clean and free from indentations, projections and roll marks in
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the area from the pipe end to groove for proper gasket sealing.
B. The gasket style and elastomeric material shall be verified as suitable for the in-
tended service specifi ed.
C. A thin, wriform, coat of Victaulic lubricant or other non-petroleum based lubri-
cant shall be applied to the gasket coupling by brush or hand.
D. The gasket shall be placed over one pipe end, the pipe ends aligned and brought
together, and the gasket positioned between the grooves and pipe ends.
E. The coupling housing shall be assembled over lhe gasket with housing keys en-
gaging both grooves. The bolts shall be inserted and nuts started, uniformly tight-
ened until the housing nut pads are firmly together, metal to metal.
END OF'SECTION
3 GROOVED PIPE COIJPLINGS
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10-2743
GROOVED PIPE COI.JPLINGS3312 53
I 05-26{6
I sECTroN 33rzs3I ' '
'ACRTFICIAL
ArloDE cATrroDrc pRorECTroN
PART1 GENERAL
I l.l woRK TNCLUDED
I A. The CONTRACTOR shall fumish all labor, materials, tools, and equipment and
t perform all work necessary for complete and operational sacrifisial anode ca-
thodic protection system(s) for facilities zuch as ductile iron piping steel piping,
steel tank bottom, and steel pump station as shown on the Drawings and specified
t herein.
I 1.2 REFERENCED STANDARDS:
I A. The cathodic protection installation shall comply with applicable requirement
I
codes, laws, and ordinances ofFederal, State, and local bodies havingjurisdiction.
B. The cathodic protection systerns shall comply with the National Association of
Corrosion Engineers (NACE) RP-01 -69 latest revision.
I
C. Ductile iron pipe polyethylene encasement shall comply with AWWA Standard
- ' C105, "Polyethylene Encasement for Gray and Ductile Cast Iron Piping for Water
I and Other Liquids".
I 1.3 SUBMTTTALS:I
A. The CONTRACTOR shall submit the following items for ap,proval:
r l. Category I:
r I iIiff*#ffi',n*o
c. Exothermic Weld Mastic and CapsI 3 ff:'rlrffI;3rll"i;,:ll#1,1,::1yifi**
f. Exothermic Weld Equipment and Materials
r f;. il:fi"Tir?iHyfif,lliLe-piece sreeve and washers
i. Plastic Waming Marker Tape
r 2- category II;
I a. Record Drawings
SACRIFICIAL ANODE
CATHODIC PROTECTION
I
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I05-2fi6
PART 2 MATERIALS
2.1 GENERAL
A. Unless otherwise specified, all materials and equipment shall be of domestic
(USA) manufacture and shall be of the best quality used for the purpose in com-
mercial practice.
2.2 STANDARD PRODUCTS
A. Materials and products submitted for approval shall be a product of a manufac-
turer regularly engaged in the manufacture of the product, shall meet the require-
ments of the specifications and essentially duplicate materials that have been in
satisfactory use for at least two years prior to the bid opening.
2.3 CONDUCTORS
A. Test Station
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l. Test station wires shall be #12
stranded copper and maY have
RHVY. RIIII or XHIIW.
2. Wire color-coding shall be as
herein.
AWG and #8 AWG single conductor,
any of the following insulation tlpes:
shown on the Drawings and specified
B. Joint Bond
l. Joint bond wires shall be *t4 AWG single conductor, stranded copper ca-
thodic protection cable with Type HMWPE insulation.
Z. The HMWPE insulation shall comply with ASTM D 1248 and shall be
high molecular weight polyethylene, Type I, Class C, Grade 5.
2,4 WIRE SPLICE CONNECTIONS
Splice Connectors
l All splices of anode wires or of test station wires shall be made using a
coppcr, crimPit tYPe connector'
Splice Sealing
l. Splices of anode or test station wires (ifapplicable) shall be sealed using
Royston "MINI SPLICE-RITE" cathodic protection splice kits or two
half-lapped layers of Scotch l30C followed by two halfJapped layers of
Scotch 88 taPe
SACRIFICIAL ANODE
CATHODIC PROTECTION
B.
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2.5 EXOTHERMICWELDS
A. All eleckical cable connections to the buried piping shall be made by an exother-
mic weld.
B. Exothermic type weld materials including the proper size and type of weld car-
tridges and welder molds for use on steel or ductile iron pipe shall be by Erico
Products Inc. "CADWELD" or Bumdy "THERMOWELD" or other approved
equal. Weld metal for ductile-iron pipe shall be XF-19 alloy and weld metal for
steel pipe shall have a "CA" desigrration.
C. Copper sleeves specifically designed for the purpose shall be crimped on all bare
wire ends prior to exothermic welding to improve mechanical strength and ther-
mal capacity.
EXOTHERMIC WELD COATING
A. Exotherrnic weld coatings for ductile iron pipe shall be a cold applied compound
such as Koppers "Bitumastic 50", Royston Mfg. "Roskote A5l ", or equal'
B. All exposed ductile iron pipe and fittings shall also be encased with polyethylene
wrap per AWWA C105. The polyethylene film shall be Type I, Class A, Grade
E-l in accordance with ASTM D 1248.
C. Exothermic weld coatings for steel pipe shall be a cold applied compound such as
Koppers "Bitumastic 50", Royston Mfg. "Roskote A51", or equal. ln addition, all
exothermic welds on steel pipe shall be covered with a weld backfill shield com-
posed of a plastic weld cap specifically made for the pupose and installed in ac-
cordance with the manufacturer's directions. The weld caps may be prefilled with
mastic by the manufacturer or may be filled in the field with mastic according to
the manufacturer's directions. Prefilled weld caps shall be Royston "Handicaps"
or equal.
TEST STATIONS
A. Type
l. Cathodic protection t€st stations shall be flush-to-ground type Christy G5
Traffic Valve Box (10 3/8" ID x 12") with a cast-iron lid with "CP TEST"
permanently printed on its center.
SACRIFICIAL ANODE
CATHODIC PROTECTION
331293
I
2.8
B. Terminal Board
1. Each test station shall be fumished with a 3/16 inch thick plastic or rein-
forced laminate terminal block with minimum dimensions measuring three
x four inches.
2. The terminal block shall be equipped with five l/4-inch diameter by 1-
inch long brass studs with double brass nuts, flat washers, and lock wash-
ers.
3. Test stations shall be equipped with Cott Mfg. 0.01 ohm - 8 ampere shunt
(color code - yellow) as shown on the Drawings' Exception: shunt not
required at test stations desigrrated as Inzulating Fitting or Pipe Casing
t)?e test stations.
WIRE AND CABLE MARKERS
A. All test station and wires shall be identified using nonmetallic marker tags.
B. Marker tags for wire and cables shall be of an opaque nylon material arranged to
include a marking area, nomeleasing holding device, and cable fastening tail simi-
lar to Panduit Corporation "Part No' PLFlMA"'
c. The marker board shall not be less than L0 inches (w) by 0.75 inches (L) and 25
mils thick with one side roughened to hold black nylon marking ink from a fine
tip pen similar to Panduit Corporation "Part No. PFX" or 3M Corporation
"ScotchCode SMP". Identification shall be perrnanent and waterproof'
D. The marker-holding dwice shall be desigrred to allow the fastening tail to pass
around the cable and through the holding device so that rernoval of the cable
marker can be accomplished only by cutting it loose from the cable.
INSULATING FITTINGS
A. Electrical isolation shall be accomplished through the use of insulating pipefit-
tings as shown on the Drawings'
l. Tvpe
a. lnsulating mechanical couplings (IMC) shall be Dresser Style 39-
62 or approved equal.
b. Insulating flange kits shall consist of full-faced gaskets, nonmetal-
lic one-piece bolt sleeves and washers, and steel backing washers.
SACRIFICIAL ANODE
CATHODIC PROTECTION
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2. Insulating flange Kits
a. Insulating Gaskets shall be Type E (Full Face) Pyrox lE glass rein-
forced epoxy or phenolic laminate, l/8 inch thick, with Buna-N
sealing element and shall be rated for the working pressure of the
pipe flange.
b. Insulating bolt sleeves shall be one-piece plastic sleeve and wash-
ers made of Minlon or acetyl resin. Two piece insulating sleeves
consisting of a separate non-metallic sleeve and washers are not
acceptable.
c. Backing washers shall be cadmium plated steel, l/8 inch thick,
two for each flange bolt.
3. Restrained IMC
a. In the event an IMC is reshained using tie rods, each tie rod shall
be insulated using one-piece rod insulating sleeve and washers and
steel backing washers.
2.10 PLASTIC WARNING MARKER TAPE
Warning tape shall be a 6-inch wide, 4-mil thick, yellow plastic tape with the
words "CAUTION CATHODIC PROTECTION CABLE BURIED BELOW'
permanently printed on the tape.
B. The tape shall be resistant to alkalis, acids, and other destructive agents com-
monly found in soils.
2.11 SACRIFICIALANODES
Dimensions of the magrresium anodes shall conform to the dimensions for stan-
dard sizes ofanodes and ofthe weights specified.
All magrresium anodes shall be cast around a galvanized steel core (flat strap or
spring) and be made of high potential magnesium alloy conforming to the follow-
ing compositions by weight:
Aluminum
Manganese
Zinc
Copper
Nickel
Iron
0.01% Max.
0.50% Min. to 1.30% Max.
0.005% Max.
0.02o/o Max.
0.001% Max.
0.03% Max.
Other Impurities 0,05% Each Max,
Other Impurities 0.30% Total Max.
Magnesium Balance
SACRIFICIAL ANODE
CATHODIC PROTECTION
331293
C. CONTRACTOR shall furnish spectrographic analyses or a letter of compliance
on samples from each heat or batch ofanodes used on this project.
D. Sacrificial anodes shall be provided with specific backfill in a permeable cloth
sack. Anodes shall be centered in the backfill material. The weight and nominal
dimensions of the packaged anode shall be as follows:
32 lb. bare anode (5.0" x 6.0" x 4.4" x l7n ) : approx.74 lb. packaged
(8" Dia. X 26"L)
E. The anode package backfill material shall consist of 75 percent gypsum, 20 per-
cent bentonite, and 5 percent sodium sulfate, and shall be of the quick wetting
brpe.
F. All anodes shall be shipped and stored in waterproof bags or wrapping and shall
be AMAX "MaxMag", Dow "Galvomag" or equal.
G. Sacrificial anode lead wires shall consist of #12 AWG Type USE-2 OR RHW-2'
black insulated stranded copper wire. Lead wires shall be a minimum of 30 feet
in length. The lead wires shall be connected to the galvanized steel core ofthe
anode by silver soldering and this connection shall be sealed with a waterproof
epoxy or electrical potting compound.
PART 3 EXECUTION
3.I GENERAL
A. The cathodic protection system shall be installed in compliance with the applica-
ble portions of NACE Standard RP-01-69 latest revision.
B. All materials and equipment shall be in accordance with the directions of the
manufacturer to conform to the specification documents.
3.2 SACRIFICIALANODEINSTALLATION
A. CONTRACTOR shall procure, store and install high potential magnesium anodes
as indicated herein.
B. Anodes shall have approved waterproofing protection at all times prior to installa-
tion. Damaged anodes or anode wires shall not be used and replacanent anodes
installed instead. Anode waterproofing protection shall be removed before in-
stalling the anode.
C. The specified high potential magnesium anodes shall be installed at the locations
indicated herein. Anode locations or spacing may be adjusted slightly to clear
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SACRIFICIAL ANODE
CATHODIC PROTECTION I
331293
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other buried or topographical obstructions with prior approval of the OWNER's
representative,
D. The specified magnesium anodes shall be installed completely dry and shall be
lowered into the excavated (augured or otherwise) holes as shown on the Draw-
ings by rope sling or by grasping the cloth gather. The anode lead wire shall not
be used in lowering the anodes. The anode shall be backfilled with fine native
excavated soil (imported sand or other select backfill shall not be allowed) in six-
inch layers and each layer shall be hand tamped around the anode. Care must be
exercised not to strike the anode or lead wire with the tamper. After the anode
has been backfilled approximately halfivay, a minimum of ten gallons of fresh
water shall be added and allowed to soak into and around the anode. After water
absorption by the anode and surrounding soil, continue backfilling and tamping
with native soil to a point approximately six inches above the anode. Add another
ten gallons minimum of fresh water and allow to soak into the soil. After the wa-
ter has soaked in, backfilling and soil compaction may be completed to the top of
the hole. Anodes shall be installed as shown herein.
TEST STATIONS
A. The CONTRACTOR shall install cathodic protection test stations as shown on the
Drawings and specified herein.
B. Test stations shall be installed directly over the pipe unless otherwise specified.
C. Test station wiring shall be arranged and completed as described herein. Wire
connections to the test station terminal boards for conductor sizes of #8 AWG and
larger shall be made with single hole terminal lugs of corrosion resistant bronze,
copper, or nickel plated brass similar to Blackbum Type L (socket), Square D
Company Type LU, Burndy SCRULUG Type KPA or other approved equal.
D. Wire connections to the test station terminal boards for conductor sizes of #14
through #10 AWG shall be terminated with a properly sized uninsulated funnel
entry support ring tongue compression connector similar to Panduit PNF or PV
Series ring tongue connector, Burndy Type TN or TP Series ring tongue connec-
tors, or other approved equal. Additionally, all wires shall be soldered to the ring
tongue connectors.
E. Test station wires shall be color coded as shown on the Drawings and specified
herein and each wire shall be permanently identified using nylon marker tags and
plastic cable ties. Marker tag identification shall be completed by using a water-
proof ink nylon marker pen desigred specifically for this purposo and using block
type lettering with the letter size to be a minimum of l/8" high and shall specify
test station number, pipe diameter, pipe material, and pipe service.
F. Test Station numbering shall be as indicated on the Drawings.
SACRIFICIAL ANODE
CATHODIC PROTECTION
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05-26-06
3.4 WIRE CONNECTIONS TO BURIED PIPING
Test station wire and joint bond wire connections to buried piping shall be ac-
complished by exothermic welding. The surface of the pipe shall be cleaned with
a grinder or metal file to a bright, shiny condition. The exothermic weld shall be
completed using the appropriate weld charge and welder as per the manufacturer's
recommendations. A properly sized copper wire sleeve shall be installed around
the bare wire end of all prior to welding to improve weld strength and thermal ca-
pacity. Completed welds shall be capable of withstanding moderate hammer
blows.
The tlpe of weld metal to be used is different for cast iron pipe and steel pipe.
The CONTRACTOR shall ensure that the appropriate weld metal charges are
used for each type ofpipe material.
For ductile iron pipe, after cooling, the weld and sunounding cleaned metal sur-
face shall be heavily coated with a cold applied mastic compound. The pipe joint
with the installed bond wires shall then be encased in polyethylene wrap.
For steel pipe, after cooling, the weld and surrounding cleaned metal surface shall
be lightly coated with a cold applied mastic compound or pipeline coating primer
and covered with an exothermic weld cap. Pipeline tape wrap shall then be ap-
plied as necessary.
3.5 WIRE SPLICE CONNECTIONS
Buried splice connections of anode and/or test station wires shall be completed
with a splice connection kit specifically designed for that purpose
Installation of the splice connection kit shall be completed per the manufacturers
instructions with the exception that the wires shall also be soldered to the crimpit
connector aft er ti ghtenin g.
ELECTRICAL ISOLATION
A. Electrical isolation of the buried piping shall be accomplished by the use of insu-
lating flange kits or other approved dielectric fittings to be installed at designated
locations where as shown on the Drawings.
JOINTBONDING
All ductile iron pipe joints, except those specified to be insulating joints, shall be
bonded to ensure electrical continuity.
SACRIFICIAL ANODE
CATHODIC PROTECTION
A.
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05-2646
B.
c.
All nonwelded steel pipe joints, except those specified to be insulating joints,
shall be bonded to ensure electrical continuity.
Two bond wires shall be installed at each joint and shall be stranded copper ll4
AWG T1rye HMWPE as shown on the Drawings.
3.8 TESTS AND MEASUREMENTS
Upon completion of the cathodic protection system installation work, the CON-
TRACTOR shall perform testing to ensure proper operation of the system.
l. On water storage reservoir projects, initial testing shall be conducted prior
to floor slab i floor plate construction.
Inadequate pipejoint continuity and/or cathodic protection levels due to defective
or incorrect installation work shall be corrected by and at the sole expense ofthe
CONTRACTOR.
END OF SECTION
SACRIFICIAL ANODE
CATHODIC PROTECTION
B.
33 l2 93
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SECTION 33 13 00
DISINTECTION OF WATER SYSTEMS
PARTT GENERAL
I.I DESCRIPTION
A. The work to be performed includes the cleaning and disinfection of potable water
pipelines.
B. The CONTRACTOR shall furnish all materials, labor, tools and equipment
necessary for pipeline disinfection in accordance with this Specification and the
requirements ofthe Colorado Department of Health.
C. It is the intent that this Specification conforms to all Federal, State and local
requirements for pipeline chlorination and testing, The CONTRACTOR is
responsible for coordination with all agencies having regulatory authority over the
acceptability of the chlorination and disinfection.
D. Chlorination and disinfection is a condition for acceptance for payment and
project completion and acceptance.
1.2 ST]BMITTALS
A. The CONTRACTOR shall submit a written plan for disinfection of pipelines to
the ENGINEER for review and acceptance at least one week prior to work being
performed.
B. Labels on containers shall have proper precautionary information that material is
a strong oxidizing agent and that contact with heat, acids, organic or combustible
materials could cause Iire.
I.3 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Storage shall be in a cold, dark, dry and secure area. Extreme care shall be
exercised in handling of hypochlorites.
1.4 QUALITY STANDARDS
A. American Water Works Association (AWWA)
1. AWWA C65l - Disinfecting Water Mains2. AWWA 8300 - Standard for Hlpochlorites3. AWWA B30l - Standard for Liquid Chlorine4- AWWA Manual M3 - Safety Practice for Utilities
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I 33 13 00 DISINFECTION OF WATER SYSTEMS
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AWWA Ml2 - Simplified hocedures for Water Examination
AWWA Manual M20 - Water Chlorination Principles and Practices
PART 2 MATERIALS
2.1 Hypochlorites: Reference AWWA 8300
PART3 EXECUTION
3.I GENERAL
A. The CONTRACTOR shall submit, at one week in advance, a written plan and
corresponding diagrams for each of the following procedures: Initial filling/
flushing, disinfection, final flushing and dechlorination, and hydrostatic testing.
B. Any valve proposed to be used for any reason, which may allow contamination of
functioning potable water systems shall only be operated by qualified OWNER
personnel or in the presence of qualified OWNER's personnel.
C. The CONTRACTOR shall properly disinfect all new waterlines and system
components prior to placing them in service, in accordance with AWWA C651.
D. The CONTRACTOR shall take appropriate measures during the construction of
the work so as to prevent contamination of all pipelines and system components at
all times. If in the opinion of the OWNER and/or ENGINEER, contamination has
occurred, all systems shall be flushed before disinfecting.
E. If in the opinion of the OWNER or ENGINEER, dirt or debris has entered the
system that will not be removed by the flushing operation, the interior of the pipe
shall be cleaned by mechanical means and then shall be swabbed with a I percent
hypochlorite disinfection solution. Cleaning with the use of a pig, swab, or "go-
devil" should be undertaken only when such operation will not force mud or
debris into pipejoint spaces.
F. Care shall be taken to prevent the disinfectant solution from flowing back into
existing pipelines in service. The OWNER shall operate existing valves and shall
limit velocities to 2 frs.
G. If it is not possible to keep the pipe and fittings dry during installation, every
effort shall be made to assure that any of the water that may enter the pipe joint
spaces contains an available chlorine concentration of approximately 25 mg/|.
This may be accomplished by adding calcium hypochlorite granules to each
length ofpipe before it is lowered into a wet trench.
H. If the main is flooded during construction, it shall be cleared of the flood water by
shall then be filled with a chlorinated potable water which at the end of a 24-hour
5.
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holding period will have a free chlorine residual of not less than 25 mg/I. The
chlorinated water may then be drained or flushed from the main. After
construction is completed, the main shall be disinfected using the continuous feed
or slug method.
I. If permanent air vents are not available, the CONTRACTOR shall install
corporation stops at higb points in the waterline, in order to evacuate air.
J. All corporation stops, which were installed to facilitate evacuation of air from the
water main, shall be removed and plugged after the water main is filled.
IMTIAL FLUSHING/FILLING
A. Flush pipelines in order to remove foreigrr material prior to chlorination.
METHODS
In general, apply chlorine using continuous feed method.
L The tablet method may NOT be used unless prior written review and
approval is obtained from the ENGINEER .
Continuous Feed Method
The continuous feed method consists of injecting a chlorine solution in the
main after construction and filling the main with potable water chlorinated
so that after a 24-hour holding period in the main there will be a free
chlorine residual of not less than l0 mg/I.
Prior to being chlorinated, the main shall be filled to eliminate air pockets
and shall be flushed to remove particulates.
Chlorinating the main
a. Water from the existing distribution system or other approved
source of supply shall be made to flow at a constant, measured rate
into the newly laid water main.
b. At a point prior to the potable water connection to the new main,
water entering the new main shall receive a dose of chlorine fed at
a constant rate such that the water will have not less than 25-mg/l
free chlorine. To assure that the proper concentration is provided,
the injection chlorine solution shall be metered and tested in
accordance with the procedures described in the current edition of
Standard Methods or AWWA Ml2, Simplified Procedures for
Water Examination, or using appropriate chlorine test kits.
During the application of chlorine, valves shall be positioned so that the
strong chlorine solution in the main being treated will not flow into water
33 13 00
4.
DISINFECTION OF WATER SYSTEMS
3.4
mains in active service. Chlorine application shall not cease until the
entire main is filled with heavily chlorinated water. The chlorinated water
shall be retained in the main for at least 24-hours, during which time all
valves and hydrants in the section treated shall be operated in order to
disinfect the appurtenances. At the end of this 24-hour period, the keated
water in all portions of the main shall have a residual of not less than lG
mg/l free chlorine.
5. The preferred equipment for applying liquid chlorine is a solution feed
vacuum-operated chlorinator to mix the chlorine gas in solution water, in
combination with a booster pump for injecting the chlorine gas solution
water into the main to be disinfected. It is recommended that direct feed
chlorinators not be used. (A direct feed chlorinator is one, which operates
solely from the pressure in the chlorine cylinder.) Hypochlorite solutions
may be applied to the water main with a gasoline or eleckically powered
chemical feed pump designed for feeding chlorine solutions. Feed lines
shall be of such material and strength as to withstand safely the corosion
caused by the concentrated chlorine solutions and the maximum presslue
that may be created by the pumps. All connections shall be checked for
tightness before the solution is applied to the main.
FINAL FLUSHING AND DECHLORINATION
Clearing the Main of Heavily Chlorinated Water
1. After the applicable retention period, the heavily chlorinated water shall
be flushed from the main until chlorine measurement show that the
concentration in the water leaving the main is no higher than the generally
prevailing in the system, which is one (l) mg/1.
Disposing of Heavily Chlorinated Water
l. A reducing agent shall be applied to the water lo be wasted to neutralize
thoroughly the chlorine residual remaining in the water. Where necessary,
federal, state, and local regulatory agencies should be contacted to
determine special provisions for the disposal of heavily chlorinated water.2. Chlorine residual of water being disposed will be neutralized by treating
with one of the following chemicals.
3. Pounds of chemicals required to neulralize various residual chlorine
concentrations in 100,000 gallons of water.
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RESIDUAL
CHLORINE
CONCENTRATION
MG/L
SULFUR
DIO)ilDE
s02
SODIUM
BISTILFATE
NaIIS03
SODITIM
SULFITE
Na2S03
SODII.JM
THIOSULFATE
Na2S203
5H20
I 0.8 1.2 1.4 1.2
2 t.7 2.5 2.9 2.4
l0 8.3 12.5 14.6 12.0
50 4t.7 62.6 73.0 60.0
C. Location of disposing dechlorinated water during any flushing of pipelines will
need prior approval from the OWNER or OWNER Representative.
D. NO chlorine residual will be permitted in water "disposed" during dechlorination
process. "Disposed" water shall be continually monitored to assure no chlorine is
present.
BACTERIOLOGICAL TESTS
A. The OWNER, with assistance from the CONTRACTOR, shall collect samples
from the pipeline after final flushing, and prior to pressure testing and placing
waterlines in service, to test for bacteriological quality to show the absence of
coliform organisms.
B. The bacteriological tests performed by the OWNER necessitates a minimum of 48
hours to determine results. This allows samples to be collected only from
Monday through Wednesday between 7:30 A.M. and 3:30 P.M. If samples must
be collected outside of designated schedules, approval will be at the OWNER's
discretion.
C. The number and frequency of samples shall be determined by OWNER based
upon AWWA C651.
RTPETITION OF PROCEDLIRE
A. If initial disaffection, or subsequent disinfecting, fails to produce satisfactory
samples; the main shall be reflushed and resampled. If the samples are still not
satisfactory, the main shall be rechlorinated by the continuous feed or the slug
method ofchlorination until satisfactory results are obtained.
B. If the residual is less than l0 milligrams per liter the waterlines shall be
rechlorinated by the continuous feed method of chlorination and retested.
END OFSECTION
33 13 00 DISINFECTION OF WATER SYSTEMS
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I , - sECrIoN 33 14 oo
PIPELINE IIYDROSTATIC TESTING
I PARTT GENERAL
I l.l woRK TNCLUDED
I A. The CONTRACTOR shall fumish all labor, tools and equipment necessary for
t performing hydrostatic testing of water pipelines and coordinate with all
applicable agencies.
I B. The. work shall be performed after acceptance of water pipeline disinfecfion
I resrrng.
It C. Pipelines such as water transmission pipelines having an intemal pressure other
,- than that caused by gravity are defined as pressure pipelines.
r- D. Pipelines such as floor drains, solid wall underdrain and sanitary sewer pipelines
are defined as gravity pipelines.
r.2 QUALTTY STANDARDS
I A. AWWA C600 - Installation of Ductile-Iron Water Mains and Their
Appurtenances
I PARr2 NorusED
I PART3 EXECUTION
I 3.I IIYDROSTATIC TESTING FOR WATER PIPELINE PRESSURE SYSTEMSI
I A. General
L Hydrostatic testing shall take place only after disinfection of the pipeline
has be satisfied and all chlorinated water has been flushed from the section
ofpipeline being tested.2. Water remaining in the section being hydrostatic tested shall not have
residual chlorine concentrations exceeding one (l) mg/I.3. All visible leaks are to be repaired regardless of the testing allowance.
B. Pressure
l. All water distribution and transmission pipelines, except those under a
water storage tank slab, shall be field pressure tested to not less than 1.50
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PIPELINE HYDROSTATIC TESTING
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times the working pressure at the highest point or 150 psi, which ever is
greater, unless otherwise shown in the Drawings.
Water storage tank underslab pipelines, including inlet, outlet, overflow
and drain, shall be field pressure tested to 50 psi unless otherwise shown
in the Drawings.
The gravity overflow pipeline inside the tank shall be tested by filling to
the overflow level. See Paragraph3.Z.
C.Notification
The CONTRACTOR shall notify the ENGINEER 48 hours prior to
perfomrance of field pressure tests.
All field pressure tests shall be performed in the presence of the
ENGINEER
Test Preparation
l. The CONTRACTOR shall fumish all equipment necessary for testing
including calibrated meter, pump and pump reservoir.
2. The pipeline shall have passed the chlorination testing procedures
described in SECTION 02665 - DISINFECTION OF WATER
SYSTEMS.
3. All bulkfieads, pumps, valves, taps for blow-offs and appurtenances
necessary to fill the pipeline and maintain the required pressure shall be in-
place.
4. The ENGINEER or the OWNER shall operate any valves that connect the
pipeline to the distribution or transmission system.
5. Underslab pipelines, such as the tank drain pipeline, shall be pressure
tested prior to placing floor slab concrete.
Pipeline Filling
L The pipeline shall be filled with water and the test pressure applied to the
water in the pipeline by means of a pump equipped with an appropriate
pressure regulator. The pipeline shall be filled at a rate that will prevent
surges or at a rate greater than that air can be released from taps, blow-offs
or air release valves.
2. Concrete pipelines shall filled and a maintained full for a time period of 48
hours prior to field pressure testing.
3. All air shall be purged from the pipeline. Where blow-offs or hydrants are
not available of effective in purging air from the pipeline, the
CONTRACTOR shall install a tap(s) to purge air from the pipeline. The
location and size of the tap(s) shall be accepted by the ENGINEER prior to
tapping and filling the pipeline.
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I F. Testing
I l. Testing through fire hydrants is not permitted. Fire hydrant branch valves
I shall be open for the test.
I 2. Stub-out isolation valves shall be open for the test.
3. After the pipeline is filled and all air removed from the pipeline the
I pressure test shall be commenced.I 3. While test pressure is maintained, the pipeline shall be visually reviewed
_ for leaks or unacceptable deformations due to tlrust.
.. 4. Any deficiencies such as cracked pipe or fittings, leaking joints and
unacceptable pipeline deformations shall be repaired or replaced as
I 5. ffi"'iffi"il::H:j:ili!r1il""T,i1;ce piperine testing denciencies! including leak locating, pavement
"utting,
excavating and backfilling is
included in the work.
I 6. Duration
a. After all visible leaks and deficiencies have been corrected, the
pressure test shall be conducted for a continuous two-hour time
period.
7. Leakage
a. The amount of leakage during the two-hour time period shall be
less than the values shown in the following formula:
L: (S) x (D) x(poi)/r 33,200
Where;
L: testing allowance (makeup water), in gallons per hour
S: Length ofpipe in feet
D: Diameter in inches
P: average test pressure in pounds per squzre inch (psi)
This formula is based on a testing allowance of I 1.65 gpd/mi/in, of
nominal diameter at a pressure of 150 psi.
b. Leakage shall be delined as the quantity of water that must be
supplied into the pipeline test section to maintain pressure within 5
psi of 150 psi or 1.50 times the working pressure at the highest
point, after any air has been expelled from the pipeline test section
and the pipe has been filled with water.
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3.2
c. Leakage shall not be measured by a drop in pressure in a test
section over a period of time.
8. All corp cocks and taps to the main line and all connection piping and
valves required to make the test whether or not specified or shown in the
Drawings shall be furnished and installed by the CONTRACTOR.
9. Test pressure shall not exceed the rated pressure of the valves when the
pressure boundary ofthe test section includes closed, resilient-seated gate
valves of butterfl v valves.
I{YDROSTATIC TESTS TON CNAVNV SYSTEMS
Fi[ing
l. Fill the ssction of pipeline to be tested to the highest possible elevation
with water and record the elevation.
2. Pipeline plugs and standpipes may be necessary if configurations are such
that large basins or other structures at the pipeline ends makes it difficult
to reproduce maximum static pressure conditions in the pipeline to be
tested.
3- After a l-hour time period, the pipeline shall be filled to the test elevation.
4. kakage is defined as the quantity of water necessary to fill the test section
to the original elevation.
Acceptable Leakage
1 . Leakage shall be less than 2 gallons per inch diameter per 100 feet per 24
hows for buried gravity pipelines.
2. All visible sigrrs of leakage shall be corrected.
END OFSECTION
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SECTION 33 16 01
POST-TENSIONED CONCRETE WATER STORAGE TAIIKS (WST's)
PARTl GENERAL
WORKINCLUDED
A. The CONTRACTOR shall fumish all labor, tools and equipment for the construc-
tion of post-tensioned concrete potable rryater storage tanks as shown in the Draw-
ings and as herein specified.
B. See SECTION 0l 19 00 CONTRACTOR - SUBCONTRACTOR
QUALIFICATIONS for specific experience requirements.
C. The CONTRACTOR is required to self-perform the construction of the wall in-
cluding formwork erection and concrete placement and roof formwork.
D. The CONTRACTOR shall prepare and submit a floor and roof slab placement
plan for the ENGINEER's review and approval. The plan shall detail the specif-
ics of the placanent such as, positioning of the pumpers, number of crews, staff
per crew, foremen, configuration of screeds relative to the slab area and ability to
meet the specified time for the slab placements.
GENERAL
A. Rubber tired vehicles me not permitted on the reservoir floor slab unless it can be
demonstrated that rubber from the vehicle tires will not'lnark" the concrete. Any
marking that occurs regardless of source shall be thoroughly removed. Any vehi-
cles used on the slab shall be "diapered" to prevent any fluids, such as oil or hy-
draulic fluid, from coming in contact with the slab.
B. The CONTRACTOR shall not use paint or other marking systems, such as
crayon, on inside reservoir surfaces. The ENGINEER will require the thorough
rernoval of any paint or crayon that is used. Appropriate testing and lab analysis
of the concrete will be required by the OWNER after removal of the paint or
marking to ensure that the concrete is not contaminated. These tests will be per-
formed by an accredited lab at the CONTRACTOR's expense. The results of the
tests shall be provided to the OWNER.
C. Drilled inserts or concrete nails shall not be used in the concrete floor slab or top
of column footings inside the tank to anchor formwork and formwork braces.
Deadmen or other non-destructive means shall be used to support and brace
formwork.
POST-TENSIONED
CONCRETE WST's
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D. The CONTRACTOR shall keep a steel pipe tremie on site, flattened to facilitate
concrete placement in the walls and columns.
E. The floor and roofslab concrete shall be leveled using a vibrating screed. Hand
screeds are unacceptable except on sloping surfaces that are greater than a 5Yo
grade.
F. Each placing crew shall be supervised by a non-laboring foreman, who is fluent in
the language spoken by the crews, i.e., Spanish if the crew is made up of non-
English speaking Hispanics.
QUALITY ASSURANCE
A. CONTRACTOR / zub-contractor Qualifications
1. The required long-term performance of the constructed water storage res-
ervoir is directly related to the proper placement and consolidation of con-
crete and the quality, proper placement and stressing ofthe post-tensioning
steel. Considering these performance requirements, and the unique nature
of the wall construction, the CONTRACTOR's personnel shall meet the
following experience qualifications.
a. The post-tensioning steel sub-contractor's superintendent shall
have at least five years experience in placing and stressing post-
tensioning and have been responsible as a superintendent for the
placing and stressing of post-tensioning steel for a four million-
gallon, or larger, reservoir within the last three years. The same
individual shall superintend the work during the entire project. The
superintendent shall be on the project full-time during all placing,
stressing and grouting operations.
b. The CONTRACTOR's superintendent shall be employed full-time
on this project. A singular individual shall superintend the work
during the entire Project.
B. Concrete Supplier
l. The CONTRACTOR's concrete supplier shall have either an ACI lnspec-
tor Level-II, or ACI Concrete Laboratory Technician-Level I witl an ACI
Field Testing Technician Level I with an ACI Field Testing Technician
Certificate on site during the floor and roof slab concrete placernents to
provide concrete quality control services, and if requested, on othsr con-
crete placanents on this Project.2. The supplier shall also have at least one "truck boss" on-site during the
floor and roof slab Placement.
POST-TENSIONED
CONCRETE WST's
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ALTERNATE POST-TENSIONING SYSTEMS
A. Ducts and anchorages manufactured by VSL Corp. have been used by the
ENGINEER to desigrr the structure, i.e., bursting steel and edge distances to a free
concrete edge, and establish the quality and type ofbonded and un-bonded post-
tensioning system components required. The VSL systerns as shown in the Draw-
ings shall be included in the base bid.
B. The ENGINEER and OWNER will evaluate the merits and add/deduct cost of any
other system submitted in the alternate bid schedule in the proposal of the
CONTRACTOR to be awarded the contract.
C, Submittals for alternate systsms shall include complete technical documentation
to enable the ENGINEER to become knowledgeable about the technical merits of
the alternate systern, a list of water storage tank projects where the systan has
been used and drawings illustrating any proposed deviations from the tendon loca-
tions and spacings shown in the Drawings. Technical documentation shall in-
clude information concerning friction and wobble coefficients, duct and cou-
plings, strand i duct fretting characteristics, anchorage desigrr and supplernental
reinforcing, installation procedures, corrosion protection and any special construc-
tion considerations such as changes to the distance from the anchorage bearing
plate to the free edge ofthe concr€te.
D. Any re-desigrr required for an altemate post-tensioning system will be performed
bythe ENGINEER al the CONTRACTOR'S expense.
SUBMITTALS
A. Tabulation of column heishts
B. Wall form systern
C. Column form system
D. Ties for all forms, i.e., wall footing and walls
E. Placernent plans
CONSTRUCTION LOADS
A. A ramp bridge may be constructed over the completed wall footing when the con-
crete has reached desigl strength. The ramp bridge shall span from the sub-grade
to the floor slab. Contact with the ring wall is unacceptable. Wall bearing(s) shall
not be placed in the area of the ramp bridge until the ramp bridge is removed. The
POST-TENSIONED
CONCRETE WST's
33 16 01
05-25-06
PART 2
B.
C.
footing / wall waterstop shall be protected from any damage by covering the wa-
terstop with a l2-inch prpe cut in half.
The CONTRACTOR shall submit wheel loads and wheelbase data for any con-
struction vehicles to be used on the completed floor slab for review by the
ENGINEER.
Shoring removed from the tank after completion of the roof can be temporarily
placed on the roof. However, the CONTRACTOR shall place the shoring in a
manner to avoid overstressing the slab.
PRODUCTS
2.1 CONCRETE
A. See SECTION 03 30 00- CAST-IN-PLACE CONCRETE
B. Calcium chloride ions shall not exceed 0.005% for the total concrete mix. The
test for chloride ion content shall be in accordance with ASTM C 1218 - Test
Method for Water-Soluble Chloride in Mortar and Concrete.
2.2 POST-TENSIONED BONDED TENDON SYSTEM GROUT
A. For grout materials see SECTION 03 23 00 - POST-TENSIONING STEEL.
B. See SECTION 03 23 0O - POST-TENSIONING STEEL for grout mixing proce-
dures.
WATER FORTENDON GROUT
A. Only clean potable wat€r shall be used.
B. A calibrated measuring device is required for measuring the proper amount of wa-
ter to be added to grouts.
WALL FORMS - (ALSO SEE SECTION 03 I I l3 - C-I-P-C FORMING)
A. Symons hand set steel-ply concrete forms.
B. Gates & Sons, Inc. gang forms with No. 9 or "V-Lock" style ties (with wa-
terstops), or equal.
l. "Pass through" style taper tie is unacceptable.
2. Inner ties with plastic sleeves are unacceptable.
3. Adjustable wall tie forming systems are unacceptable'
POST-TENSIONED
CONCRETE WST's
2.4
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05-25{6
E.
PART 3
4.
5.
Form systems shall have a positive wall tie locking systern-
Tendon locations shall not be moved to accommodate form ties.
Form faces shall be in as new condition.
Forms faces shall be fabricated from seven ply Medium Density Overlay (MDO)
or better plywood.
The ENGINEER shall visually review form zurfaces prior to erection and prior to
each placement. Forms that are rejected shall be re-faced or replaced.
EXECUTION
GENERAL
A. This section describes construction activities for earthwork, floor slab construc-
tion, wall construction, roof slab construction and post-tensioning for floors slabs,
walls and roof slabs.
B. The provisions of this section are based on the success of other similar projects
but are not meant to prohibit innovative approaches to post-tensioned WST con-
struction.
C. The CONTRACTOR may submit altematives for review to meet the requirernents
discussed herein.
EARTHWORK
General
L The existing ground surfaces around the excavation shall slope away from
the excavation thus preventing runoff from flowing into the excavation.
2. Surface drainage shall be directed away from any ftmp area by appropriate
grading and straw bale dams.
3. Ramps are not permitted above pipelines.
4. Ramps into the excavation shall be sloped to facilitate concrete truck and
material delivery vehicles.
5. The excavation dimensions shall consider construction activities around
the reservoir walls such as steel and form placement from scissors lifts.
Where specific dimensions are shown in the Drawings, no variance is
permitted.
6. Where a granular structural fill has been placed the CONTRACTOR shall
be required to maintain the fill surface and remove non-granular materials,
which slough onto the surface or me "tracked" onto the granular fill sur-
face bv vehicles.
POST.TENSIONED
CONCRETE WST's
33 16 01
B. Materials Identification and Stockpiles
1. The CONTRACTOR is responsible for identifoing, separating and stock-
piling of topsoil, granular soils, and clay soils as applicable. The OWNER
witl provide guidance during reviews of work in progress to assist in the
identification ofany granular soils to be used in fills.
2. The stockpiles shall be graded and maintained to keep the segregated ma-
terials from sloughing, eroding and mixing with the other materials. Mate-
rial slopes shall be in conformance with all appropriate safety regulations.
C. Floor Slab Sub-srade
l. The floor slab sub-grade shall be maintained during formwork and rein-
forcing and post-tensioning steel placement to assure proper steel align-
ment and profile, proper concrete thickness and required moisture cont€nt.
Non-granular material that is "tracked" onto the surface or sloughed onto
the surface shall be removed. Any mud that accumulates on the grade and
reinforcing steel prior to concrete placement shall be thoroughly removed.
2. The tolerance for grade shall be + 112 inch, -ll2 inch.
3. The CONTRACTOR shall construct a temporary sump at the center, low
point, of the floor slab grade, flush with the sub-grade. The sump may
connect to the l8-inch &ain line. The purpose of the sump is to facilitate
rainwater drainage during floor slab construction. The OWNER shall re-
view and accept the CONTRACTOR's sump desigrr and plan.
4. The CONTRACTOR shall use heat and or other means of preventing the
subgrade fiom becoming frozen. During winter months the subgrade shall
be covered with tarps / blankets with sufficient capability to prevent frost
from the subgrade and to facilitate rernoval of snow.
D. WALL BACKFILL
1. Backfill may be placed against the wall footing during wall construction to
facilitate placing wall reinforcing from scissor lifts. However, the backfill
shall be kept at least 2-inches below the top offooting to prevent surface
drainage from covering the wall-footing joint.
Z. The tank shall be filled to the overllow level during wall backfill unless
otherwise approved by the ENGINEER.
3.3 CONCRETE PLACEMENT - GENERAL
A. See SECTION 03 30 00 - CAST-IN-PLACE CONCRETE-
POST-TENSIONED
CONCRETE WST'S
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B. Concrete placernents shall not begin until the ENGINEER is satisfied with the
placement and condition of the reinforcing and post-tensioning steel, post-
tensioning anchorages and waterstops.
Concrete shall be placed in accordance with referenced ACI standards.
3.4 FLOORAND ROOF SLAB CONSTRUCTION
The construction of the floor and roof slabs includes placement of forms to
lines and grades, reinforcing steel, post-tensioning steel and concrete
placernent and fi nishing.
From April through October, roof and floor slab concrete placement shall
begin no earlier than 5:00 PM in the afternoon unless otherwise approved
by the ENGINEER. Placernents during the November through March time
period shall be started no earlier than 11:00 AM unless otherwise ap-
proved bythe ENGINEER.
Permitted time
a. Concrete shall be delivered and placed at a rate to complete place-
ment of concrete (final screed) within a five hour time period for
slabs < 48,000 square feet in area.
b. For slabs larger than 48,000 square feet the Contractor will be al-
lowed an additional hour for each additional 9,600 square feet or
area. The time shall be rounded to the next highest half hour. For
example, a 68,000 square foot slab is required to be placed in no
more than seven hours.
c. A change order to the contract will be required if the
CONTRACTOR fails to complete the placement in the specified
time, The OWNER has the right to reduce payment for the place-
ment for the CONTRACTOR's failure to meet the requirernents of
this specification.
B.Waterstops
L Floor-slab Wall Joint
PVC Waterstop
l) See SECTION 03 15 13.01 -PVCWATERSTOPS2) The PVC waterstop shall be properly tied to reinforcing
steel at a maximum of one-foot centers.
3) Curved alignment of the portion of the waterstop outside of
the slab concrete placanent shall be maintained by a rein-
POST-TENSIONED
CONCRETE WST's
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forcing steel bm attached to the top of the waterstop. This
bar shall be removed the day following concrete placernent.
b. Chemical Grout WaterstoP
l) See SECTION 03 15 13.02 - CHEMICAL GROUT
WATERSTOPS
2) The chemical grout waterstop duct shall be securely at-
tached to the PVC waterstop at one-foot intervals assuring
contact between the waterstop and duct.
3) Gaps between the chemical grcut waterstop duct and the
PVC waterstop are unacceptable.
4\ The CONTRACTOR shall attach the chemical grout wa-
terstop ports to reinforcing steel or place a tie rod inside the
port to assure alignment and support during concrete
placement.
5) The ports shall extend at minimum of one-foot outside of
the footing form.
Floor and RoofSlab Unbonded Post-tensioned Steel and Reinforcing Steel
Placernent
L Reinforcing Steel
a. All reinforcing steel shall be placed as shown in the Drawings and
accepted reinforcing and post-tensioning steel submittals'
b. See SECTION 03 2l 00-REINFORCING STEEL
2. Unbonded Tendon Placement
a.
b.
See SECTION 03 23 10 - POST-TENSIONING STEEL
The post-tensioning steel shall be unwound from pack racks and
placed in the slab in a manner to avoid damaging the extruded plas-
tic duct. Pack racks that damage the duct during strand pack un-
winding shall be removed from the project.
Unless otherwise permitted by the ENGINEER the
CONTRACTOR shall tie |oh of the tendon / tendon intersections,
100% oftendon / reinforcing steel intersections, and 50% ofthe re-
inforcing steel / reinforcing steel intersections. Tie wire "tail
twists" shall be flattened to the post-tensioning and reinforcing
steels prior to concrete placement.
Tears in the extruded plastic duct shall be repaired on a daily basis
during post-tensioning steel placernent.
Horizontal plane tendon deviations around slab-penetrations, such
as pipelines, shall have a minimum radius of 25-feet. The mini-
POST-TENSIONED
CONCRETE WST's
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mum cle.rance to the pipe, or other appudenancg shall be six
inches, unless otherwise shown in the Drawings.
Concrete Placeinent
l.The CONTRACTOR shall have at least one ironworker present (full+ime)
for each concrete placing crew during concrete placement to secure wire
ties that become loose during concrete placement, replace support chairs
and perform other work related to the reinforcing steels to assure a prop€r
installation meefing the intent of the design and Drawings.
The CONTRACTOR shall be required to moisten the floor slab sub-grade
beginning 24 hours prior to, and maintained up to, the time floor slab con-
crete is placed unless the inhoduction of water is likely to introduce frost
into the subgrade, or in the opinion of the ENGINEER, otherwise interfere
with the compaction of the subgrade.
Floor and roof slab placanents can be made using a wet screed method.
Stab gages can be used to establish the proper depth. The length ofwet
screed shall be limited in order to assure that the placement edge rernains
"fresh".
Proper placement and consolidation is critical at post-tensioning anchor-
ages to avoid anchorage blowout during stressing.
Concrete shall be placed in even lifts on both sides of the wall footing -
wall joint PVC waterstop to avoid displacing the waterstop from its proper
alignment.
The CONTRACTOR shall exercise caution to avoid damaging the cherni
cal grout waterstop and grout port.
During placernent of concrete on the roof slab the CONTRACTOR shall
exercise caution to avoid hitting the bearing pad on top of the wall with
the vibrator. Hitting the pad with the vibrator has been known to displace
the pad sufficiently to allow bonding of the roof slab concrete to the wall
concrete. Bonding ofroofslab concrete to the top ofthe wall is unaccept-
able.
Regardless of the time of year and need for cold weather protection, the
CONTRACTOR shall place insulating blankets on the perimeter of the
roof slab and down the vertical roof edge face to assist in concrete strength
gain to permit early slab post-tensioning.
When required by SECTION 03 39 00- CONCRETE CURING an evapo-
rative retardant shall be applied as recommended by the manufacturer.
Unless otherwise shown in the Drawings, the slabs shall be finished with a
light broom with a texture of t 1/16 inch maximum
Curing
a. See SECTION 03 39 00- CONCRETE CURING
b. Unless otherwise permitted in writing by the ENGINEER concrete
slabs shall be cured using a spray applied membrane cure conform-
POST-TENSIONED
CONCRETE WST's
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ing to ASTM C 309 prior to placing white burlap-polyethylene
sheeting conforming to ASTM C l7l-
c. The membrane-curing compound shall be applied in as soon as
practical upon completion of brooming.
d. The sheet shall be applied within four hours of completion of the
brooming. The edges of the sheeting shall be lapped a minimum of
three inches. Sheeting shall be securely kept in place and continu-
ously wet for a time period of seven days or until the concrete
reaches 70% ofits design strength.
e. When requested by the CONTRACTOR the ENGINEER may
permit small areas of sheeting to be removed during working hours
to facilitate subsequent activities such as hatch construction, wall
form bracing and column footing construction'
13. In the event that shrinkage cracks develop, the crack shall be immediately
covered with duct tape to prevent the entry of dirt and debris into the
crack.
14- Shrinkage cracks wider than 0.010 inches after slab stressing shall be re-
paired by the CONTRACTOR after completion of the slab stressing opera-
tions. The means and methods of repair shall be submitted to the OWNER
for review and acceptance. See SECTION 03 68 00 - CONCRETE
CRACKREPAIR
COLUMN CONSTRUCTION
Forms
l. Only fiberglass or steel forms are acceptable for use in column forming'
2. The CONTRACTOR shall brace column forms at mid-height and at the
top of the column. Bracing shall be set at 90o so that column plumbness
can be assured.
3. The CONTRACTOR shall demonstrate column plumbness prior to con-
crete placanent.
Column Height
l. The CONTRACTOR shall tabulate column heights to be submitted for re-
view and acceptance.
2. The column construction joint may project a maximum of l/4 inch into the
roof slab. If the joint exceeds this amount of projection, the excess con-
crete shall be carefully rernoved to within % inch of the correct elevation.
No construction joints are permitted in the columns'
Concrete Placernent
POST.TENSIONED
CONCRETE WST's
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l. The CONTRACTOR shall use a solid wall steel pipe trernie to properly
place the concrete in columns.
2. If steel forms are used, the forms shall be heated or cooled prior to place-
ment to avoid thermal shock to the concrete.
3. Placernents shall be made in 3-foot maximum lifts.
3.6 WALL CONSTRUCTION
A, General
1. Wall segment lenglhs shall be constructed per the Drawings. No devia-
tions from the plan lengths shown in the Drawings will be permitted
unless reviewed and accepted by the ENGINEER.
Wall Natural Rubber Bearing Pads
l. See SECTION 2212 44 - NATURAL RUBBER BEARING PADS
2. Thenatural rubberbearingpads shall be securely adhered to the concrete.
3. Prior to closing-up the outside wall face forms, the CONTRACTOR shall
check the adhesion ofthe bearing pads.
Vertical Wall Joints
l. Hydrophilic Rubber Waterstop
a. The hydrophilic waterstop shall be adhered to the wall with an ap-
proved adhesive.
b. No joints me permitted in this waterstop.
c. The waterstop shall be terminated below the top of the wall as
shown in the Drawings.
2. The concrete surfaces shall be clean and free ofsubstances that would in-
hibit the bond of concrete. See SECTION 03 36 00 - CONSTRUCTION
JOINTS.
Reinforcing Steel and Tendon Placement
l. General
a. Post-tensioning tendon duct couplers and clamps shall be securely
fastened to prev€nt the entry of concrete during concrete place-
ment.
b. Duct may be welded in lieu of using couplers if it can be shown
that the joint is airtight.
POST.TENSIONED
CONCRETE WST's
ll33 l6 01
Ducts shall be plugged with foam or duct tape to prevent the entry
ofdebris, water and concrete during placing operations. The tape
or foam shall be carefully removed immediately prior to placing
wedges and stressing.
Tendons
Tendon duct shall be placed from scissor or boom lifts'
Climbing on the duct shall be minimized. The intent is to avoid
damage to the duct that could possibly result from ironworkers
climbing on or restraining themselves to the ducts.
The transition to anchorages shall be as shown in the Drawings.
Horizontal reverse or sharp transition curyes are unacceptable'
The tendon shall be placed within a tolerance of l/4 inch vertically
and two inches horizontally.
Where fewer strands are used in a multi-strand anchorage, i.e-, 9
strands in a 12 strand anchorage, and anchorage grout caps not
used, the extra strand holes in the anchorage shall be carefully
plugged as shown in the photograph to prevent the intrusion of
concrete during anchorage block-out concrete placement prior to
grouting.
Proper eccenhicity shall be maintained throughout a tendon profile.
aJ.Wall Form-Tie i Post-tensioning Duct Conflicts
Wall form tie systons shall be designed to avoid conflicts between
the tendon and wall form-ties.
4. TieFrequency
a. Unless otherwise permitted by the ENGINEER the
CONTRACTOR shall tie 100% of the tendon-tendon, 100% of the
tendon-reinforcing steel and 50% of reinforcing steel-reinforcing
steel intersections.
b. All tie wire tails shall be flattened against the steel to prevent con-
tact with the forms'
Setting Outside Face Wall Forms
L Prior to placing the outside wall forms the concrete and bearing pad sur-
faces at the bottom of the wall shall thoroughly cleaned by compressed air
or by other means necessary to completely remove all debris such as tie-
wire, mud, sawdust and wood.
POST.TENSIONED
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a. Any void area between the bearing pad and the PVC waterstop
shall be carefully cleaned with compressed air and thoroughly
filled with a polyurethane foam to prevent any wall concrete from
coming in contact with the wall footing.
b. Check to ensure that the foam has completely bonded to prevent
floating during wall concrete placernent.
Outside face hand set modular style wall forms shall be set using scissors
litu.
Personnel shall not climb on the tendon ducts or reinforcing steel to set
forms.
Care shall be exercised to avoid damaging or displacing the vertical ten-
don grout and vent tubes when placing forms. The foam washer of the
grout and vent ports should be sufficiently compressed to prevent concrete
and cement paste from getting into the tubes.
F.Wall Concrete Placement, Vibration and Finish
Due to the requirernent for void and cold joint free concrete in wall con-
crete placernents, the CONTRACTOR shall use personnel with prior ex-
perience in placing and vibrating concrete in high thin wall construction.
The same experienced personnel shall be responsible for vibrating and
consolidating concrete in each wall segment concrete placement unless
otherwise accepted by the ENGINEER.
Wall placement concrete lift depths shall be limited to two feet or less.
All wall segments shall be completed in a manner to permit shessing as
soon as concrete compressive strengths permit. The intent is for each wall
segment to have similar creep and shrinkage characteristics. Thus, delay-
ing the last wall segment to permit roof-scaffolding access is not accept-
able.
The top of the wall shall have a smooth trowel finish. Grind or grout the
top of the wall to rsmove roughness, surface inegularities, and fins caused
by the post-tensioning anchorage pocket and grout from vertical tendon
grouting.
3.7 PREPARATION FOR STRESSING OF POST-TENSIONING STEEL TENDONS
The anchorages shall be cleaned and determined to be free of concrete and any
other debris that could inhibit proper seating ofthe wedges.
Wedges shall be carefully placed to assure reasonably even seating.
The CONTRACTOR shall mark the concrete next to each tendon anchorage with
the tendon identification number shown in the drawings prior to stressing.
POST-TENSIONED
CONCRETE WST's
3.
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Each strand of a monoshand jacked tendon or one strand of a multi-strand jacked
tendon shall be marked with a saw to aid elongation measurement. Water-soluble
paint or crayon is unacceptable for marking the tendon for elongation measure
ment. The saw cut mark shall be made in a location so as to not affect tendon
strength.
The CONTRACTOR shall, if requested by the ENGINEER, check the tendon
ducts for blockages using compressed air, after concrete is placed and forms re-
moved,
3.8 TENDON STRESSING
General
1. See SECTION 03 23 l0- POST-TENSIONING STEEL
Floor and Roof Slab Tendon Stressing
l. The slab tendons shall be half-stressed when the compressive strengtl of
the slab has been determined to be greater than 60 percent ofthe anchor-
age capacity.
2. Tendons less than ll0 feet in length shall be stressed from one end with
adjacent tendons stressed from alternate ends. Tendons greater than I l0
feet in length shall be stressed from both ends. The first and second "pull"
ofadjacent tendons shall be made from opposite tendon ends unless oth-
erwise permitted by the ENGINEER.
3. When the concrete has reached a compressive shenglh great€r than I l0
percent ofthe anchorage capacity the tendons shall be fully stressed-
Wall Tendon Stressing
l. General
a. Ifthe wall has a vsrtical and horizontal tendon configuration, vedi-
cal tendons shall be stressed facked) prior to horizontal tendons.
b. Any formwork under the wall including materials such as foam,
plywood, sand etc., shall be removed prior to stressing the wall ten-
dons.
c. The formwork materials under the wall shall be physically re-
moved. The use of an open flame, such as a weed bumer propane
torch, or other method of removing the material that could poten-
tially harm the natural rubber bearing pads, is unacceptable'
2. Vertical Tendons
POST-TENSIONED
CONCRETE WST's
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Jacked with Mono-strand Ram
l) Vertical strands shall be stressed as follows: Proceeding
clockwise around the reservoir, one strand shall be stressed
at each anchorage to seat the anchorage. When the "rota-
tion" has been completed stress and measure the elongation
ofa second strand at the origin anchorage.
2) Proceed clockwise around the reservoir, stress and measure
the elongation ofa second strand at each anchorage.
3) Repeat the "rotation" as required to complete the stressing
ofall the strands in the vertical tendons.
b. Jacked with Mulfi-strand Ram
l) Stress every fourth tendon proceeding clockwise around the
reservoir.
2) When the rotation is complete stress the next tendon adja-
cent to the first tendonjacked.
3) Repeat the rotation for a total offour cycles around the res-
ervoir to complete the stressing of the vertical tendons.
Horizontal Tendons
a. A horizontal tendon stressing sequence shall be used that will re-
sult in minimum adverse conditions to the structure.
b. Horizontal tendons shall be stressed fromboth ends.
c. The stressing sequence shall be submitted for review and accep-
tance.
4. Draped tendon configurations
a. The CONTRACTOR shall follow the stressing sequence shown on
the Drawings
Tendon Grouting
l. Tendon grouting shall be performed within five days of stressing and
completed within l0 days of tendon stressing.
2. In the case of walls, tendon stressing shall be completed prior to any grout-
ing.
3. A grout manufacturer's re,presentative shall be present during the initial
mixing and pumping of the grout to assist with the proper preparation and
performance of the grouting.
Tendon Anchorage pockets
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END OF SECTION
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PART 1
SECTION 331620
WATER STORAGE TATIK (WST)
CLEAI\ING, DISINFECTING A}[D TESTING
GENERAL
WORKINCLUDED
A. This section of the Specifications will govern the cleaning, disinfection and test-
ing of the tank. All appurtenant operations involving cleaning, disinfecting and
testing shall be done in strict conformance with the Drawings and other terms and
conditions of the Contract. All standard specifications made a portion of these
Specifications by reference shall be the latest edition and revision thereof.
B. It is the intent of this Specification to be in conformance with AWWA C652 and
all local, state, and federal standards. In the event a conflict occurs between this
Specification and AWWA C652 and/or the local, state or federal regulation,
AWWA C652 or the local, state or federal regulation shall in all cases prevail.
C. Unless otherwise determined by the ENGINEER, the tank shall be complete and
ready to be placed into service prior to cleaning disinfecting and testing. All
hatches and vents shall be in place. Dwing testing the tank shall be kept locked,
except during measurement of the change in water level, and security systems and
procedures in place to prevent contamination of the stored water.
QUALITY STANDARDS
A. American Water Works Association (AWWA)
1 . C652 - Disinfection of Water-Storage Facilities
2. Dll5 - Circular Prestressed Concrete Water Tanks with Circumferential
Tendons
Arnerican Concrete Institute (ACI
l. ACI 350.1 - Tightness Testing of Environmental Engineering Concrete
Sfructures
PRODUCTS
2.1 GENERAL
Materials used in the work shall conform and meet the requirements for the class
and type of material named.
WSTCLEANING
DISINFECTING AND TESTING
B.
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2.2 FORMS OF CHLORINE
A. The forms of chlorine that may be used in the disinfecting of the tank are liquid
chlorine and sodium hlpochlorite solution.
PART3 EXECUTION
3.1 WATER AVAILABILITY
A. Water for water tightness testing may not be available when conshuction of the
water storage tank is complete due to variables in system facility operation.
B. The Conkact Time for the completion of the water storage tank will be extended
should this occur. However, the OWNER will not be liable for costs associated
with any suspension in the CONTRACTOR's work due to water not being avail-
able.
3.2 CLEANING
A. All scaffolding, tools, and any other material, which is not part of the structure or
operating facility of the tank, shall be removed.
B. After the ENGINEER has reviewed the tank, the floor shall swept clean, and the
swfaces of the walls, floor, and roof cleaned thoroughly using a high-pressure
(200 psi or higher) waterjet.
C. All water, dirt, and foreign material accumulated in these cleaning operations shall
be discharged through the floor drain or otherwise removed.
D. The inleVoutlet pipe shall be capped to prevent entry of dirt and foreigrr matter
during the cleaning operations.
E. Following cleaning, the vent screens shall be checked for correct placement to
prevent birds, insects, and other contaminants from entering the facility. The
hatches shall be kept closed after cleaning and locked during non-working hours.
3.3 DISINFECTING
A. After the cleaning operations are complete the ENGINEER shall review the tank
prior to the disinfecting procedure. After the review, the CONTRACTOR shall
disinfect the tank using AWWA C652, Chlorination Method 2, summarized as
follows:
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B. A solution of 200-mglL available chlorine shall be applied directly to all the sw-
faces of the tank, including the floor, walls, underside of roof, and exposed piping
such as the overflow and wash down piping.
C. The chlorine solution shall be applied by spray equipment, and shall thoroughly
coat all surfaces, and shall be applied to any separate drain piping such that it will
have available chlorine of not less than 10 mgll- when filled with water.
D. The disinfected surfaces shall remain in contact with the strong chlorine solution
for at least 30 minutes, but no more than eight hours, after which potable water
may be admitted into the tank. The drain pipeline purged of highly-chlorinated
water and the tank filled for bacteriological and watertightness testing.
TESTING-GENERAL
After the water storage tank has been cleaned and disinfected the CONTRACTOR
shall conduct tightness testing.
Backfill shall not be placed until after an acceptable tightness test.
Unless otherwise permitted by the OWNER the water storage tank shall be filled
at a rate ofno more than four feet per day.
l. Higher fill rates may be possible but depend upon the preliminary water
tightness of the water storage tank and the ability of the OWNER to pro-
vide water for filling and testing and also meet demands in the water sys-
tem.
The water storage tank shall pass both the quantitative and visual tightness tests.
The ENGINEER will determine the testing time period after assessing the initial
overall performance of the tank testing.
The ENGINEER may terminate the tightness test ii in his opinion, the tank ap-
pears exhemely watertight or if it appears that the tank will fail the quantitiative
or visible water tightness test.
The ENGINEER may also terminate the testing early if the OWNER desires to
place the tank in service to meet system operation needs.
The test shall meet the requirements of AWWA Dl 15 Class A water tightness and
ACI 350.1 HST as modified to 0.0125%o and HST-VIO criteria also as modified
herein.
WST CLEANING
DISINFECTING AND TESTING
D.
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If the quantitative loss of water is acceptable, but visible water loss is unaccept-
able, the testing shall not be considered acceptable until all visible signs ofwater
loss are corrected.
J. Hydrophilic waterstops that are used in the vertical wall joints may require up to
35 days to perform as intended. Water loss through vertical wall joints shall be
monitored by the ENGINEER to determine waterstop performance and accept-
ability for a passing test.
K. The hydrophobic waterstop used at the wall - footing joint may experience some
water loss after grout injection until the grout has sufficient time to react to the
presence of water. Similar to the hydrophilic waterstop, any water loss shall be
monitored by the ENGINEER to determine waterstop performance and accept-
ability for a passing test.
L. If the wall of the water storage tank is to receive a rubbed or grout finish the finish
work shall not be performed until after the tightness testing is completed.
QUANTITATIVE WATER TIGHTNESS TESTING
A. After the water storage tank is filled to within three inches of the overflow level,
or a level acceptable to the ENGINEER, the water storage tank shall be permitted
to remain full for a period up to three days after which the water tightness test
shall be conducted for a time period ranging from two days to seven days or until
the time period is exceeded for the Class A criteria.
B. Depending on the tank capacity and apparent performance of the tightness testing,
the ENGINEER may shorten or lengthen testing time period.
C. The ENGINEER may waive or reduce the three-day water/concrete absorption
time period depending on the time taken to fill the tank.
D. The loss of water shall be determined by measuring the drop in the water surface
in the water storage lank.
E. The ENGINEER may conduct an evaporation test concurrently with the water
tightness test.
F. The acceptable loss of water during the water tightness test time period shall be
equal to or less than that specified in AWWA Dl15 Class A criteria and in ACI
350. I reduced to 0.0125o/o.
G. If the loss of water exceeds the acceptable quantitative loss during the testing time
period, but the trend in water loss is improving, the ENGINEER may re-start the
test.
WST CLEANING
DISINFECTING AND TESTING
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H. If a failing quantitative test occurs, the CONTRACTOR shall be responsible for
determining and remedying the cause of test failure. The ENGINEER shall re-
view and accept the CONTRACTOR's recommendations prior to performing any
repair work.
3.6 VISUALWATERTIGHTNESSTESTING
A. Visual Water Loss
l. Visual water loss through concrete structure components, such as walls,
and from features such as joints and tie holes is cause for visual testing
failure.
2. Visual water loss is defined in ACI 350.1
3. Regardless of a passing visual test any damp spots in exposed surfaces
such as walls shall be repaired.
a. The CONTRACTOR shall be responsible for the means and meth-
ods ofrepair.
b. The ENGINEER shall review and accept the CONTRACTOR's
recommendations prior to performance of the repair work.
c. Damp spots shall be repaired prior to performing any surface finish
work, such as a rubbed or grout finish.
B. The ENGINEER has the sole responsibility and authority to determine and define
visual water loss.
RE-TESTING
If the water storage tank is drained to remedy the cause of water loss, the
CONTRACTOR shall be responsible for refilling and re-testing the water storage
tank.
The CONTRACTOR shall be charged the current rate for water consumed to per-
form the re-test.
3.8 BACTERIALOGICAI TESTING
Bacteriological ("Bac-T") and residual chlorine testing shall be performed by the
OWNER after the tank is full and prior to placing the tank into operation. In the
event of failing BactT tests, the CONTRACTOR will be required to perform all
work necessary to drain, clean and re-disinfect the tank at no additional expense to
the OWNER.
Passing Bact-T tests are a requirement for acceptance of the WORK.
WST CLEANING
DISINFECTING AND TESTING
B.
33 t620
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C. If the CONTRACTOR has to drain the tank in order to further clean and disinfect
the tank, discharged water shall be de-chlorinated and all permits obtained prior to
emptying the tank, unless othsr$'ise permitted by the OWNER
END OFSECTION
WST CLEANING
DISINFECTING AND TESTING
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SECTION 33162l
WATER STORAGE TAr\K (WST) STAFF GAGE
PART 1 GEIYERAL
I 1.1 WORKINCLTTDED
I A. The CONTRACTOR shall furnish all labor, tools and equipment to provide and
I install a staff gage for water level measurement.
I r.z euALrrY STANDARDS.l
A. American Societv for Testine and Materials
.It 1 ASTM D 256 - Test Method for Determining the Pendulum Impact Resis-
'
tance of Notched Specimens of Plasticr : fiTM3il3_;::lM:H:lfrll'"T,Tif.'""#xfi:iilH[:
- 4. ASTM D 695 - Test Method for Compressive Properties of Rigid Plastics5. ASTM D 785 - Test Method for Rockwell Hardness of Plastics and Elec-
trical Insulating Materials
t 6. ASTM D 790 - Test Methods for Flexural Properties of Unreinforced and
t Reinforced Plastics and Electrical lnsulating Materials7. ASTM D 792 - Test Method for Specific Gravity (Relative Density) and
I Density of Plastics by Displacement
I I.3 GAGELENGTH
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A. The gage shall extend from three feet above the outlet pipe elevation to the high
water level as shown in the Drawings.
B. The gage shall be marked to indicate water depth with the starting point equal to
0.00 at the outlet water level. The gage shall have separate figures indicating wa-
ter depth in one-foot increments.
1.4 DELMERY,STORAGEANDHANDLING
A. Deliver materials in original, tightly sealed containers or unopened packages with
the manufacturer's name, Iabels and product identification.
B. Materials shall be stored in a secure, dry area until installed.
I 33 rczl WST STAFF GAGE
10-2743
I.5 SUBMITTALS
A. Submittals shall
SUBMITTATS.
PART2 MATERIALS
be made in accordance with SECTION 01 33 00 -
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2.1 ACRYLIC SHEET - PHYSICAL PROPERTIES
A. The gage shall be constructed of acrylic sheet meeting the following specifications
Property ASTM Method Typical Value
Specific Gravity D'792 57 PCF
Tensile Shength D 638 10,000 psi
Elongation at rupture D 638 4.5%
Young's Modulus D 638 400,000 psi
Flexural Strength D790 17,000 psi
Compressive Strength
(vield)
D 695 17,000 psi
hnpact Strength D 256 0.4 lbs. per inch of notch
Rockwell Hardness D 785 M-93
Water Absorption D 570 0.2
Odor None
Taste None
ACCEPTABLE MA}IUIFACTURER
A. Acrylite GP by American Cyanamid or approved equal.
B. The gage materials and/or manufacturer of the gage are available from A.I.A.
Plastics, lnc.,290 East 56th Avenue, Denver, Colorado 80216, and telephone 303-
296-9696.
COLOR
A. The acrylic sheet shall be white.
MARKING SYSTEM
A. The depth numbers and level bars shall be marked using Tnemec Series 20 (Pota-
Pox) l2ll (red).
STAINLESS STEEL WEDGE ANCHORS
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A.
PART 3
Red Head byITW Ramset or approved equal. Anchor type "SW-W', 316 stainless
steel.
EXECUTION
3.1
3.2
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GENERAI,
A. The acrylic sheets shall be provided in 8-foot long segments plus a partial segment
to complete the gage length.
B. The acrylic sheet shall be lightly roughened with sandpaper prior to painting the
gage to promote mechanical bond of the paint to the sheet. The acrylic sheet must
be clean, dry, and free of oil, grease and other contaminants that will prevent bond
of the paint.
C. The gage shall extend from above the wall footing elevation to six inches below
the top of the wall. The starting point shall be labeled as shown in the Drawings.
D. Individual segments of the sheets shall be separated by l/8-inch to permit thermal
expansion and contraction to take place without buckling of the sheets
PLACEMENT
A. The staff gage shall be placed on the wall that permits the best view from the inlet
pipeline roofopening, taking in account sunlight entering the opening.
ATTACHMENT
The Plexiglas board shall be mounted using stainless steel wedge anchors. The
Plexiglas board shall be mounted at least two inches clear from the wall to permit
washdown and cleaning behind the board. The wedge anchor embedment length,
L, shall be < | l12 inches.
END OF SECTION
33 t62l WST STAFF GAGE
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sEcrIoN 331622
WATER STORAGE TANK VENTS
PARTI GENERAL
I 1.I WORKINCLUDED
I A. This section of the specificafions will govern furnishing and installing of all waterI storage reservoir vents, including labor, materials, fabrication, and installation.
I B. Coating systems for vent surfaces potentially in contact with stored water shall ber in accordance with NSF Standard 61. See SECTION 09 91 00 - PAINTING
AND PROTECTTVE COATINGS.
- 1.2 QUALITY STANDARDS
I A. American Welding Society (AWS)
I 1. ANSVAWS Dl.l - Structural Welding Code
I 2. Welding Handbook - Materials and Applications - Part I
I B. American Society for Testing and Materials (ASTM)
I
I . A 36 - Specification for Carbon Structural Steel
I 2. A276 - Specification for Stainless Steel Bars and Shapes
I 3. A 478 - Specification for Chromium-Nickel Stainless and Heat-Resisting
Steel Weaving and Knitting Wire
I 4. A 484 - Specification for General Requirements for Stainless Steel Bars,t Billets, and Forgings
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5.
*jtir;tfmfication
for General Requirernents for Stainless Steel Wire
I 6. A 941 - Terminology Relating to Steel, Stainless Steel, Related Alloys and
Fenoalloysr 3: 3i31;TJit"-T!i:##f,tTf.iltilTi;ffi1"cr.*
9. F 593 - Specification for Stainles Steel Bolts, Hex Cap Screws and Studs
- C. American Institute for Steel Construction (AISC)
I l. Steel Construction Manual
I D. American Water Works Association (AWWA)
I E. Society for Protective Coatings (SSPC)
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I n rc22 l wATER sroRAGE TANK vENTSI
0t:2344
L SP8-Pickling
2. SP l0 - Near White Blast Cleaning
STIBMITTAI.S
A. Screen product sample
B. Manufacturer's certification that the screen meets provisions of this specifrcation
including:
l. Wire material
2. Mesh of opening desipation
3. Nominal wire diameters
4. Tlpe of weave
DELIVERY, STORAGE AND HANDLING
A. Handle the fabrication in a manner to avoid damaging orpermanently bending the
fabrication or damaging the screens. Use nylon slings to handle the vent
fabrication.
B. Store the fabrication in a safe location on wood pallets and protect from damage
due to any construction operations and from coming in contact with the ground.
C. Remove any dirt from the screens or vent fabrication prior to lifting and installing.
PART2 PRODUCTS
2.1 GENERAL
A. Materials used in the work shall conform to and meet the requirements for the
class of the material named.
STEEL
A. The steel used for fabricating the reservoir vent shall conform to the requirements
ofASTM A 36.
B. Steel for the screen frame and insect screen mounting frame inside the access
hatch shall be Type 304 or 316 stainless steel.
COATINGS
A. See SECTION 09 91 00 - PAINTING AND PROTECTIVE COATINGS.
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33 16 22 WATER STORAGE TANK VENTS
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Ir,,' B. The color of the outside of the reservoir vent shall be Desert Sand unless
otherwise shown in the Drawings.
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C. All exterior and interior surfaces shall be coated, including the exterior surfaces in
I ontact with the concrete.
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2.4 STAINLESS STEEL INSECT SCREEN / MANUFACTURER
A. The screen shall conform to the requirements of ASTM 82016 square mesh cloth.
B. Tolerances shall be in accordance with ASTM E2}rc
(- The insect screen shall be32x 32 mesh Type 316 or Type 304 stainless steel.It D. The screen shall be a plain weave and fabricated from 0.010-inch diameter wire.
I E. The open area shall be no less rhut 46.50A.
I F. The screen shall be fabricated by GDC / City Wire Cloth, 13900 Orange Avenue,
t Paramount, California 90723. Telephone (800) 635-8296.
I PART3 EXECUTION
I 3.I GENERAL
I A. Fabrication of the steel vent shall conform to the appropriate sections of the AWS
and AISC Standards.
I 3.2 WELDING
A. All welding shall conform to the Structural Welding Code of the AWS.
B. The vent shall be fabricated using continuous prequalified fillet welds provided
that they conform to the requirements of the AWS Code and the AISC
Specifications.
C. All fillet welds shall have a l/8-inch root thickness.
I 3.3 FABRICATION
I A. Flame cutting of steel may be by hand or mechanically guided means. Surfaces
I shall have a maximum ANSI roughness height value of 500. Any fabricating
I technique, such as friction sawing, cold sawing, milling, etc., that produces silch a
finish may be used.
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103-2344
B.Members, which are to be frarned to other parts of the vent, may have a variation
from the detailed length not greater than l/16-inch.
Completed members shall be free from twists, bends, and openjoints.
Sharp kinks, bends in the framing, or burrs are cause for rejection of the vent
assembly.
SURFACE PREPARATION
A. See SECTION 09 91 00. PAINTING AND PROTECTIVE COATINGS
COATING
A. See SECTION 09 91 00- PAINTING AND PROTECTIVE COATINGS
SCREEN
A. Tolerances shall meet the requirements of ASTM 82016, Tables 6,7,8,9 and l0
for the applicable mesh .
B. The screen shall be free from the following defects within the tolerance limits set
above.
1. Smash
2. Broken shot
3. Draw-over
4. Double
5. Slack shot
6- Pinhole
7. Hard shot
8. Snick or kink
9. Creeper
10. Reed mark
11. Burst
12. Edgedefect
13. Wrinkle
14. Debris in cloth
C. Screen cloth that fails to meet the tolerances described in ASTM E 2016 shall be
removed and replace with acceptable screen material.
C.
D.
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3.6
33 t6 22 WATER STORAGE TANK VENTS
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D. Care shall be exercised when installing the screen in the mounting frame and
during installation to prevent damage to the screen. Any screen damaged during
mounting or installation shall be replaced.
INSTALI-ATION
A. All wedge style anchor boltholes shall be drilled when the vent frame has been
placed in the formed concrete opening. Re-drilling of holes or enlarging of holes
is not permitted.
C. The stainless steel wedge anchors shall be installed in accordance with the
Manufacturer's recommended procedures.
D. The vent shall be bolted flush to the concrete pedestal. Gaps between the vent and
the concrete that could permit insects into the reservoir are cause for rejection of
the vent assembly.
E. Sikaflex l-c shall be used as a sealant to seal the vent to lhe concrete pedestal.
Place the sealant around the perimeter of the vent prior to bolting to the concrete
pedestal.
END OF SECTION
3.6
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I lo_2143
I j NA'"*J"*:H"SL?i131,*" *oo,
I PART1 GENERAL
I I.I WORK INCLUDED
I A
l1T":T:'#,,Jij[,il:,"jffi'ffi;,11|iro,i3,,H'#ii#f*t'frring
naturar
I r.2 ouArrrY sTANDARDI
A. American Society for Testing and Materials (ASTM)
t 1. ASTM D 395 - Determination of Compression Set
I 2. ASTM D 412 -Determination of Tensile Shength and Elongation at Break
3. ASTM D 573 - Accelerated Aging Tests
I 4. ASTM D 1349 - Practice for Rubber - Standard Temperatures for Testing
I 5. ASTM D 2240 - Determination of Hardness
I 6. ASTM D 4014 - Specification for Plain and Steel-Laminated Elastomeric
I Bearings for Bridges
I B. Rubber Manufacturers Association, IncI
1. RubberHandbook
I I.3 MARKINGANDCERTIFICATION
I A. The Manufacturer shall certify that each bearing satisfies the requirements of theI Drawings and these specifications, and supply acertified copy oimaterial test re-
sults.
B. Each bearing shall be marked with indelible ink. The marking shall consist of the
elastomer type and grade.
1.4 TESTING
A' Finished bearing pads shall be subjected to the tests described in this Section.
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1.5
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B. Tests shall be performed for every 500 linear feet of bearing pad. If the first test
fails two additional tests for each failed test shall be taken. If one of the addi-
tional tests fails, the whole lot shall be rejected.
C. Unless otherwise called out in the Drawings testing for ozone cracking (ASTM D
1149) is not required.
D. Required Tests
l. Deterrrination of Compression Set (ASTM D 395)
2- Determination of Tensile Strength and Elongation at Break (ASTM D 412)
3. Accelerated Aging Tests (ASTM D 573)
4. Determination of Hardness (ASTM D 2240)
5. Shear Modulus (ASTM D 4014 annex A)
SUBMITTALS
A. Shop drawings are required and shall conform to the requirernents of SECTION
OI 33 OO - SUBMITTALS.
B.The following.are the minimum required submittals.
l. Bearing pad fabrication
2. Sheet products data sheets
3. Certified test results
4. Contact adhesive
5. Vulcanizing adhesive
6. PolyurethaneFoam
ACCEPTABLE MANUFACTURERS
A. Scougal Rubber Corp.6239 Corson Way, Seattle, WA 98108 (206)764-4984. No
equivalents or substitutions.
DELIVERY, STORAGE AND }IANDLING
A. The bearing pad shall be delivered and kept in manufacturer's packaging until it is
ready to be placed on the footing.
B. Only that portion of the bearing that is to be placed in a wall segment shall be cut
and removed from the packaging.
C. The bearing shall be stored at the work site in an enclosed area that provides pro-
tection from environmental and physical damage.
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33 t623 NATTIRAL RUBBER BEARING PADS
I rG2?-03
t D. It shall be handled with care to prevent physical damage from occurring.
t PARr2 PRODUCTS
2.1 BEARINGS GENERAL
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A. Bearings shall be fumished with the dimensions, material properties, and elas-
tomer grade as required by the Drawings and as specified in the following sec-
tions.
B. Unless otherwise shown in the Drawings, the rubber bearing pads shall be in con-
formance with ASTM D 2240 Type A Shore 30 Durometer rubber.
Physical Properties Result
ASTM D 2240 Hardness (Shore A Durometer)30+5
ASTM D 412 Tensile Strength, psi, minimum 2250
Ultimate Elonqation, %, minimum 500
Heat Resistance
ASTM D 573
(70 hours at 158" F)
Chanse in hardness <+ 5 pts.
Change in Tensile Stength %o, nax.-25
Change in ultimate elongation, %o, max.-25
Compression Set
ASTM D 395 Method B 22 horxs @ 158'F, o/o maximum 25
Ozone
ASTM D II49 25 pphm ozone in air by volume, 20%o sbain
100P F, + 2o F, 48 hours mounting procedure D
518. Procedure A
No cracks
Low Temperature Brittle-
ness
Not Required
Shear Modulus Stffiess
ASTM D 4014. Armex A Shear Modulus, G, psi / ft 43.5 ! 10yo
I 2.2 BEARINGS - PROPERTTES OF THE ELASTOMER
I A. The raw elastomer shall be virgin natural rubber (polyisoprene). The elastomer
compound shall meet the minimum requirements of the following table.
B. All test specimens shall be cut from the finished product and are permitted to vary
Ilom those specified in the table by the variance indicated.
C. All material tests shall be carried out at 73o F + 4o F unless otherwise noted.
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BEARING - FABRICATION
A. Pads maybe molded or extruded.
B. Flash tolerance, finish, and appearance shall meet the requirements of the latest
edition of the Rubber Handbook, published by the Rubber Manufacturers Associa-
tion, Inc., RMA F3 and T.063 for molded bearings and F2 for extruded bearings.
BEARING - FABRICATION TOLERANCES
A. Pads shall be fabricated to the specified dimensions within the following toler-
ances:
L Height: - 0, + l/8 inch
2. Width: -0. + l/4 inch
3. Parallelism with Opposite Face: Top and Bottom, 0.005 radians
Sides,0.02 Radians
4. Serrations: Height, -0, +l/8 inch
Width, -0, +l/8 inch
VULCANZINGADHESryE
A. A two-pad neoprene adhesive, such as PANGOFOL, or equivalent. The adhesive
shall self vulcanize without heat when mixed with an activator.
BEARING PAD CONCRETE SURFACE ADHESIVE
A. 3M,2l4l Rubber Adhesive
B. Rubatex, R-27780
ADHESIVE SOLVENT
A. 3M Solvent No. 2 or 3.
POLYI.JRETHANE FOAM
A. Great StuffMinimal Expanding polyurethane foam by Dow Chemical or equal.
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33 t6 23 NATURAL RI.JBBER BEARING PADS
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PART 3 EXECUTION
B.
C.
D.
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3.1 PLACEMENT
I.
Placement of the rubber bearing pads shall conform to the details shown on Draw-
ings and these specifications.
Surface deformations in the concrete shall be ground smooth or leveled with a re-
pair grout to the satisfaction of the ENGINEER. The concrete surface on which
the pad is to be placed shall be steel floated finish to a level plane that shall not
vary by more than l/16 inch from a shaight edge placed in any direction along the
area. The concrete footing surface shall be smooth and clean.
Prior to adhering the bearing to the concrete, the concrete shall be blasted with a
light sand blast, washed with a wet broom and dried. After cleaning the concrete
footing shall be completely clear of all construction debris and free of curing
compound, oil, grease, and other materials that will prevent a complete bonding of
the bearing to the concrete
The CONTRACTOR shall review the bearing pad prior to placement. Any dam-
aged sections of the pad shall not be used. Damage includes factors such as
manufacturing defects, cuts, gouges, tears and abrasions.
The bearing shall be clean and free of all foreign substances including dust, oil,
grease, etc. Ifnecessary the bearing shall be washed with clean rags.
The ENGINEER shall review the length of bearing to be glued to the concrete
prior to placement. If in the opinion of the ENGINEER the bearing pad is dam-
aged, the CONTRACTOR shall remove and replace the damaged section.
Apply a uniform, generous brush coat of adhesive to both surfaces. Apply two
coats to the bearing pad, allowing the first coat to become tacky prior to appllng
the second coat. Bond to the concrete while adhesive on both the rubber and con-
crete surfaces are aggressively tacky.
After the adhesive has cured check the bearing adhesion. If it can be pulled from
the concrete, clean the concrete and bearing, re-apply adhesive to the bearing and
adhere the bearing to the concrete.
When shown in the Drawings the bearing pads shall be placed directly adjacent to
a bulb type waterstop. Gaps between lhe waterstop and bearing pad are unaccept-
able. See 3.4 below.
Cleanup excess adhesive from any contact with the top of the bearing pad or wa-
terstop ribs using 3M No. 2 or 3 solvent. When using the solvent follow the
33 t623 NATURAL RI]BBER BEARING PADS
3.2
J.J
l0-27{3
A.
B.
manufacturer's recommendations carefully, including extinguishing all sowces of
ignition from the area.
JOINTS - GENERAI
Field joints for the bearing pads shall be made by cutting the pads at a 90o angle.
The spacing between joints shall be a minimum of 100-feet unless closer joints
are permiued by the ENGINEER and the bearing shall extend no more than l0
feet beyond the wall fomr of a wall segment under construction, unless otherwise
permitted by the ENGINEBR.
VULCANIZING JOINTS
A. Field bonding of the joints shall be made with a cold, two-part vulcanizing adhe-
sivePANGOFOL.
B. Buff the bearing end using a rough wire brush.
C. Brush off loose particles and wipe buffed surfaces with a lint-free clean cloth
slightly damped with BUFSOL. Let dry.
D. Shake the can of PANGOFOL. Mix thoroughly with the activator. The mixture
is useable for a period of approximately two to four hours.
E. Apply a uniform coat of PANGOFOL-activator mixture to both surfaces with a
clean cement brush. Let dry.
F. Apply a second coat of PANGOFOL-activator mixture to both surfaces. Let dry
until tacky.
G. Join the camented surfaces and "stitch" them down from the center outward.
Avoid trapping air between the two surfaces.
FILLING GAPS WITH POLYURETHANE FOAM
A. Fill any gaps between the bearing pad and a PVC waterstop with polyurethane
foam.
Trim hardened foam carefully with a knife to form a level plane from the top of
the PVC waterstop bulb to the top of the bearing pad.
Remove cut foam debris from the bottom of the wall.
3.4
B.
C.
33 t6 23 NATURAL RUBBER BEARING PADS
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I A. The CONTRACTOR shall not use an open flame anywhere near the bearing pad,
I such as using a'keed bumef'propane torch to remove foam placed as a sill plate
under the wall.
I B. Use of an open flame near the bearing pad at any time during construction of the
stucture i.e., after concrete wall placement, shall be cause for rejection of theI Hffi,'J##tTffi#ff"fliilffi1'**)iff?l,T:til#ff*"*
I END OFSECTION
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SECTION 331624
NEOPRENE SHEET PADS
PARTI GENERAL
I.I WORKINCLUDED
A. The CONTRACTOR shall fumish all materials, labor, tools and equipment for the
construction and installation of neoprene sheet pads.
B. Work associated with the installation of neoprene sheet pads shall include
additional finishing ofthe concrete for a smooth surface, such as grinding or fill
ofdepressions in the concrete with an appropriate grout repair product.
1.2 QUALITY STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM D 395 - Determination of Compression Set2. ASTM D 412 - Determination of Tensile Strength and Elongation at Break3. ASTM D 573 - Accelerated Aging Tests4. ASTM D 1349 - Practice for Rubber - Standard Temperatures for Testing5. ASTM D l4l8 - Practice for Rubber and Rubber Latices6. ASTM D 2240 - Determination of Hardness7. ASTM D 3183 - Practice for Rubber - Preparation of Pieces for Test
Purposes from Products.
8. ASTM D 4014 - Specification for Plain and Steel-Laminated Elastomeric
Bearings for Bridges
I.3 MARKING AND CERTIFICATION
A. The Manufacturer shall certify that each pad satisfies the requirements of the
Drawings and these specifications and supply a certified copy of material test
results.
B. Each pad shall be marked with indelible ink. The marking shall consist of the
elastomer type and grade.
1.4 TESTING
A. Finished neoprene sheet pad shall be subjected to the tests described in this
Section.
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I 33 16 24 NEOPRENE SHEET PADS
I12-1243
B. Tests shall be performed by an independent laboratory for every 100 linear feet of
pad. Ifthe hrst test fails, two additional tests for each failed test shall be taken. If
one of the additional tests fails, the whole lot shall be rejected.
C. Unless otherwise called out in the Drawings testing for ozone cracking (ASTM D
I149) is not required.
D. Required Tests
l. Determination of Compression Set (ASTM D 395)
2. Determination of Tensile Shength and Elongation at Break (ASTM D 412)
3. Accelerated Aging Tests (ASTM D 573)
4. Determination of Hardness (ASTM D 2240\
E. Materials for testing shall be prepared in accordance with ASTM D 3183.
1.5 SI.]BMITTALS
A. Shop drawings are required and shall conform to the requirements of SECTION
OI 33 OO - SUBMITTALS.
B. The following are the minimum required submittals.
l. Certified test results
2. Contact adhesive
3. Product data
4. Neoprene cont€nt
5. Joint tape
I.6 DELIVERY, STORAGE AND HANDLING
A. The neoprene sheet shall be delivered and kept in manufacturer's packaging until
it is ready to be placed.
B. The sheet shall be stored at the work site in an enclosed area that provides
protection from environmental and physical damage.
C. It shall be handled with care to prevent physical damage from occurring.
PART2 MATERIALS
2.1 GENERAL
A. Neoprene sheet shall be furnished with the dimensions, material properties, and
elastomer grade as required by the Drawings and as specified in the following
sections.
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I\B. Unless otherwise shown in the Drawings, the neoprene sheet pads shall be in
I conformance with ASTM D 2240, either Shore A Durometer 30 or IRHD 30.
I C. The neoprene content shall be a minimum of 5loh.
I 2.2 PROPERTTES OFTITE ELASTOMER
a, A. The elastomer shall be a polychloroprene rubber (CR) commonly called neoprene.
t The elastomer compound shall meet the minimum requirements of the following
table.
I B. All test specimens shall be cut from the finished product and are permitted to vary
from those specified in the table by the variance indicated.
I C. All material tests shall be carried out at 73" F + 4o F unless otherwise noted.
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Physical Properties Result
ASTM D2240 Hardness (Shore A), minimum 30
ASTM D 4I2 Tensile Strength, psi, minimum 700
Ultimate Elongation, 7o, mmrmum 450
Heat Resistance
ASTM D 573
(70 hours at 158'F)
Chanse in hardness <+5pts.
Change in Tensile Strength, %o,max.-25
Change in ultimate elongation, Vo,max.-25
Compression Set
ASTM D 395 Method
B
22 hows @212" F, o/o maxtmum 60
Ozone
ASTM D I I49 25 pphm ozone in air by volume,20o/o
strain 100' F, + 2" F, 48 hours
mounting procedure D 518, Procedure
A
No cracks
Low Temperature
Brittleness
Not Required
Shear
Stiffness
Modulus
ASTM D 4014, Annex
A
Not Required
NEOPRENE SHEET PADS
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2.3
t2-1243
FABRICATION
A. Pads may be molded or extruded. The pads shall be full-width as shown in the
Drawings.
B. Flash tolerance, finish, and appearance shall meet the requirements of the latest
edition of the Rubber Handboolq published by the Rubber Manufacturers
Association, Inc., RMA F3 and T.063 for molded bearings and F2 for extruded
pads.
2.4 FABRICATIONTOLERANCES
A. Pads shall be fabricated to the specified dimensions within the following
tolerances:
1. Height: - 0, + l/16 inch
2. Width: '0, + l/4 inch
2.5 BEARING PAD CONCRETE SIJRFACE ADHESIVE
A. 3l/.,2l4l Rubber Adhesive
B. Rubatex, R-27780
2.6 ADHESIVE SOLVENT
A. 3M Solvent No. 2 or 3.
2.7 ACCEPTABLE PAD MANUFACTURERS
A. Scougal Rubber Corp.6239 Corson Way, Seattle, WA 98108 (206)764-4984 or
equivalent.
PART3 E}GCUTION
3.I PI-ACEMENT
A. Placement of the neoprene sheet pad shall conform to the details shown on
Drawings and these specifications. The pad shall be full width. No longitudinal
splices are permitted.
B. Surface deformations in the concrete shall be ground smooth or leveled with a
repair grout to the satisfaction of the ENGINEER. The concrete surface on which
the sheet is to be placed shall be a level plane that shall not vary by more than
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T33 16 24 NEOPRENE SMETPADS
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l/16 inch from a straight edge placed in any direction along the area. The
concrete surface shall be smooth and clean.
Prior to adhering the sheet to the concrete, the concrete shall be blasted with a
light sand blast, washed with a wet broom and dried unless otherwise approved by
the ENGINEER. After cleaning the concrete surface shall be completely clear of
all construction debris and free of curing compound, oil, grease, and other
materials that will prevent a complete bonding of the sheet to the concrete.
The neoprene sheet shall be clean and free of all foreign substances including
dust, oil, grease, etc. Ifnecessary the sheet shall be washed with clean rags.
The ENGINEER shall review the length of sheet to be glued to the concrete prior
to placement.
The neoprene sheet shall be glued to the concrete with a uniform application of
contact cement manufactured by 3M Company or equal as reviewed and accepted
by the ENGINEER. The CONTRACTOR shall follow the manufacturer's
recommendations for application of the contact cement. After the adhesive has
crued check the sheet adhesion. If it can be pulled from the concrete, clean the
concrete and neoprene sheet, re-apply adhesive to the sheet and adhere the sheet
to the concrete.
All neoprene sheet joints shall be perpendicular to the long axis of the pad.
Sheets shall be full length of an opening side unless closer joints are permitted by
the ENGINEER or shown in the Drawings. Do not overlap sheets.
Tape all joints using two-inch wide duct tape or equivalent. Note that tape will
not stick to sheet that has irny grease on the surface. Iftape does not stick due to
manufacturing residues, lightly sand the sheet prior to taping.
Clean neoprene sheels prior to precast concrete closure slab placement.
END OFSECTION
331624 NEOPRENE SHEETPADS
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sEcTroN 33162s
MODULAR MECIIANICAL PIPE SEALS
PART1 GENBRAL
I I.I WORK INCLUDED
t A. The work covered under this specification includes fumishing and installingI modular mechanical pipe seals.
I B. All pipe penetrations through structures such as valve vault concrete walls shallf consist ol a steel sleeve with weep ring, and a modular synthetic rubber seal
composed of interlocking links joined by bolts.
! C. All pipe penetrations through post-tensioned concrete walls, such as post-
r tensioned concrete water tank walls, shall be formed or cored. The use of a steel
I sleeve in apost-tensioned concrete tank wall is unacceptable.
I D. The links shall completely seal the annular space between the pipe and sleeve to
t provide a completely water tight seal. The seal shall be capable of resisting a
hydrostatic pressure equal to two times the height of the wall.
t E. Two seals are required at each wall pipe penetration, one at each wall face.
I F. Size the modular mechanical seal in accordance with the manufacturer's
I instructions for the size and material of pipes shown to provide a watertight seal
between the pipe and opening.
I G. The modular mechanical pipe seal shall be capable of maintaining a watertight
seal at a hydrostatic head of40 feet ofwater.
[ 1.2 SUBMITTALS
A. Manufacturer's data sheets
I B. Manufacturer's installation instructions
I I.3 DELTVERY, STORAGE AND HANDLING
I A. See SPECIFICATION SECTION 01 66 00 - DELIVERY, STORAGE AND
HANDLING
B. Prevent damage, such as cuts or tears, in the rubber sealing elements.
I 33 rczs
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I MODULARMECHANICAIPIPESEAIS
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C. Store seals in a manner to avoid environmental damage including ozone or ultra-
violet light deterioration.
PART 2 MATERIALS
2.1 RUBBER SEALING ELEMENTS
A. The rubber-sealing element shall be manufactured from EPDM (Ethylene
Propylene Diene Monomer) synthetic rubber.
2.2 PRESSURE PLATES
A. Pressure plates shall be glass-reinforced nylon plastic.
2.3 BOLTS ANDNUTS
A. Bolts and nuts shall be l8 - 8 stainless steel.
2,4 PIPE SLEEVE
A. The pipe sleeve, Link-Seal Model - WS, for use in the wall shall be low carbon
steel, zinc galvanized plated or coated with nvo (2) coats, 4 - 6 mils per coat,
Tnernec Pota Pox series 20-2000, Epoxy-Polyamide coating system after
fabrication. See SECTION 09 91 00- PAINTING AND PROTECTIVE
COATINGS.
B. The pipe sleeve shall have an integral water stop and anchor collar.
C. Sleeves shall be round; a maximum of l/6-inch out-of-round tolerance is
acceptable.
2.5 ACCEPTABLEMANUFACTURERS
A. Thunderline Corporation - Linkseal, or equal.
PART3 EXECUTION
3.I GENERAI
A. The CONTRACTOR shall follow the manufacturer's recommended installation
procedure. The CONTRACTOR is responsible for providing the appropriate size
and model ofwall seal for each size pipe and pipe material utilized.
B. Upon delivery of the modular seals the CONTRACTOR shall examine the seals
and confirm that the proper model seal has been delivered for each size pipe.
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I331625MODULAR MECHANICAL PIPE SEALS
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C.Upon delivery of tJre sleeves the CONTRACTOR shall examine the sleeves and
coating and make cedain that the sleeve is within out-of-round tolerance
limitations and free from other defects that could impair the installation of the
pipe seals.
The CONTRACTOR shall obtain written instructions from the manufacturer
regarding the proper bolt torque and tightening procedures. Use a torque wrench
to verif proper installation. Do not over tighten bolts.
The CONTRACTOR shall clean the sleeve and modular seals, removing dust and
construction debris to facilitate a watertight connection.
The CONTRACTOR shall be required to make all pipe penetrations watertight. If
leakage does occur the void between the pipe seals shall be injected with
polyurethane chemical grout. See SPECIFICATION SECTION 03252 -
CHEMICAL GROUT WATERSTOP. Additional measures such as using
sealants may be required. The CONTRACTOR shall submit a plan describing the
means and methods of making the wall pipe penetrations watertight.
END OFSECTION
D.
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I 331625 MODULAR MECTIAMCAL PIPE SEALS
I 0E{l{2
r sEcrIoN 331627
I ' *o#flffiiil",ffiRffJ*5$H]"^"
. PART1 GENERALrI.1 SCOPE OF WORK
t A. The CONTRACTOR shall supply all labor, tools, materials and equipment to
install water quality monitoring tubing in reservoirs as specified herein and as
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shown in the Drawings.
B. The tubing shall be installed from the reservoir to the monitoring point in one
I seamless length.
I C. The tubing shall be manufactured in an ISO 9002 certified facility.
I r.z sERVrcE
I A. The tubing shall be used in a potable water environment'
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.rr B. The water temperature will range from 35" to 90o F.
t C, The pressure will range from 20 to 50 psi.
I D. The test pressure shall be equal to 50 psi.I
1.2 QUALITY STANDARDS
r A. American Society forTesting and Materials (ASTM)
I l. ASTM D 635 - Test Method for Rate of Buming and/or Extent and TimeI of Buming of Self-Supporting Ptastics in a Horizontal Position.
I ? fiitrJ,ffi- T:l M:H:i f:;3:';,:'J+:ff;:L1$,;;ias,ics Under
- 4. ASTM D 746 - Test Method for Brittleness Temperature of Plastics and
I s. ?J;tfi"rtroJrYi"Jrt rnr",r,oa for Rockwell Hardness of plastics and
I 6. llsfl"$ Tr?t:tftt,Ttfr3l', r,, Density and specinc Gravity (Relative! Density) of Plastics by Displacernent
|
7. tf;l[r" 882 - Test Methods for rensile Properties of Thin Plastioc
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WSTWATER QUALITY
MONITORING TUBINGt331627
0841{2
8. ASTM D 1505 - Test Method for Density of Plastics by the Density-
Gradient Technique.
B. National Sanitation Foundation (NSF)
l. NSF 6l fhinking Water System Components - Health Effects
I.3 QUALITY ASSURANCE
A. The components and installation procedures shall be in accordance with the
manufacturer's printed specifications and recommendations.
B. Installation can be made by the CONTRACTOR
1.3 ACCEPTABLE MANUFACTURER /PRODUCT (PIPE)
A. The tubing shall be manufactured by Hudson Extrusions, lnc', PO Box 255,
Hudson, Ohro 44236-0255, tel. 800.837.601 5- No equivalents.
B. The tubing shall be semi-opaque white polypropylene (pp) tubing. Clear tubing is
unacceptable.
1.4 ACCEPTABLE MANUFACTURER /PRODUCT (FLOOR SEAL)
A. OZ / Gdney,Type FSK PVC Floor Seal with Type CSB Series sealing bushing.
1.4 DELIVERY. STORAGE AND HANDLING
A. Deliver materials in original, tightly sealed containers or unopened packages with
the manufacture,r's name, labels and product identification.
B. Materials shall be stored in a sesure, dry area until installed.
C. A suffisient quantity of tubing shall be stored on site or be readily available prior
to starting the work. Work shall be continuous from start to completion.
1.6 SUBMITTALS
A. MSDS sheets
B. Product data
PART 2 MATERIALS
2.1 GENERAL
WSTWATERQUALITY
MONITORING TUBING
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I A. *"rtffiHlbe seamless between the "sample" and analytical points. No joints
I B. The pipe shall be l-inch OD with l/8-inch minimum thick wall.
- 2.2 MATERIAL PROPERTIES
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Specific
Gravity
Tensile
Strength, psi
Elongation
%
Hardness Heat
Distortion, oF
ASTM
Specification
D 1505 /
D792
D882 /
D 638
D882 |
D 638
D 785 D 648
Pollpropylene
(pp)
0.899 3800 > 500 70R 122
I 2.3 ENVIRONMENTAL PROPERTIES
Low
Temperafure
Flexibility
Odor
and
Taste
Toxicity Flammabilitv Clarity
ASTM
Specification
D 746 D 635
Polypropylene
(pp)
-40"F None None Slow Semi-opaque
2.4 CARRIER PIPE
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B. See SECTION 33 2616 - WATER STORAGE TANK WASHDOWN PIPING
for products.
C. 6-Inch Carrier pipe bedding material shall conform to SECTION 31 23 16.03 -
TRENCHING. BEDDING AND BACKFILLING FOR WELDED-STEEL PIPE.
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3.1 PRIORTo INSTALLATION
A. Carefully clean pipe of all foreign material and use compressed air to assure that
no blockages exist in the pipe.
B. Any crimped or torn pipe shall be rejected.
C. Check the floor seal for any cracks or abnormalities which would lead to leakage.
WSTWATERQUALITY
MONITORING TUBING
33 16 27
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3.2
3.3
3.4
HANDLING
A. The pipe shall be carefully handled and protected against damage.
B. All pipe handling equipmart shall be approved by the ENGINEER.
C. Pipe shall not be placed directly on rough ground, but shall be supported in an
approved manner which will protect the pipe against injury whenwer stored at the
site.
INSTALI-ATION
A. The pipe / floor seal and bushing shall be installd in shict conformance with any
manufacturer's printed inshuctions and these specifications.
B. Any pipe that is ripped, tom or otherwise damaged shall be replaced'
C. Blow compressed air through each pipe after installation to insure that no blockages
exist.
D. Install the floor seal and protect during concrete placement. The floor seal shall be
braced appropriately to maintain a vertical alignment. Consotidate and vibrate the
concrete thoroughly around the floor seal.
CARRIER PIPE BEDDING AND INSTALI-ATION
A. Bedding and installation shall conform to SECTIoN 3123 16.03 - TRENCHING,
BEDDING AND BACKFILLING FOR WELDED-STEEL PIPE.
END OF SBCTION
WSTWATER QUALITY
MONITORING TUBING
33 16 27
| rc-27-03
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SECTION 33 4I2O
AUTOMATIC DRAINAGE GATES
PART1 GENERAL
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I 1.1 WORKTNCLTJDED
I A. Furnish all labor, materials, tools, equipment and perform all work and services
t necessary for the installation of automatic drainage gate as shown in the Drawings
and as specified, in accordance with the provisions of the Conhact Documents,
) and completely coordinated with the work of all other trades.
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B. Although such work is not specifically shown or specified, fumish and install all
I zupplementary or miscellaneous items, appurtenances and devices incidental to orr necessary for a sound, secure and complete installation.
I 1.2 QUALITY STANDARDS
I A. American Society forTesting and Materials
t 1. ASTM A 48 - Specification for Gray Iron Castings
I 2. ASTM 4536 - Specification for Ductile Iron Castings
I 3. ASTM B 26 - Specification for Aluminum-Alloy Sand Castings
4. ASTM B 584 - Specification for Copper Alloy Sand Castings for General^ Applications
I B. American Water Worts Association (AWWA)
| 1. AWWA C207 - Steel Pipe Flanges for Waterworks Services - Sizes 4 IN.
through l44IN.
I 2. AWWA Cl I I - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and
Fittings.
I I.3 SUBMITTALS
I A. Manufactureds descriptive literature and recommended methods of installation.
R Manufacturer's certification that the products meet specification.I! 1,4 ACCEPTABLE MANUFACTURER AND MODEL
t A. The drainage gate shall be manufactured by the Neenah Foundry Company,
Neenah, Wisconsin, or equivalent.
T
t :. 4t2o I AUTOMATIC DRAINAGE GATES
It0-27.01
B. The size and model number are shown in the Drawings-
PART 2 MATERIALS
2.1 GENERAL
A. Automatic drainage gate castings shall be of uniform quality, free from blowholes,
shrinkage, distortion or other defects.
B. The gates shall be smooth and well cleaned by shotblasting.
2.2 MATERIALS
A. Unless otherwise shown in the Drawings, Automatic drainage gates shall be
constructed of graY cast iron.
B. The arms may be constructed of either gray cast iron or ductile iron.
C. Hinge pins shall be fabricated from stainless steel.
2.3 WEDGE ANCHORS FOR ANCHORAGE TO CONCRETE
A. Wedge anchors shall be manufactured from Tlpe 303 stainless steel.
B. The anchors shall be 3/4'inch diameter Ramset/Red Head WW-3484.
2.4 BOLTS FORFLANGED CONNECTIONS
A. Bolts shall conform to AWWA C207, Section 4.1-
2.5 GASKETS FOR FLANGED CONNECTIONS
A. Bolts shall conform to AWWA C207, Section 4.1.
PART3 EXECUTION
3.1 INSTALLATION FOR TYPE SF GATES ATTACHED TO CONCRETE:
A. lnstall each gate in a mann€r that will prevent leakage around the seat and binding
ofthe gate during oPeration.
B. Surfaces of metal against which concrete will be placed shall be free from oil,
grease, loose mill scale, loose paint, surface rust, and other debris or objectionable
coatings.
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I33 4120 AUTOMATIC DRAINAGE GATES
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t0-2'143
The concrete surface against which rubber seal will bear or against which flat
frame or plate is to be installed shall be finished to provide a smooth and uniform
contact surface.
When each flat back frame is installed against the concretq a layer of bedding
mortax shall be placed between the frame and the concrete.
Fasten the gate frame to the conqrete wall with 3/4-inch diameter stainless steel
wedge anchors. The anchors shall be installed with a torque of 175 foot-pounds.
3.2 INSTALLATION FOR TYPE FF GATES (FLANGED CONNECTIONS):
Joint assernbly shall be as recommended by the manufacturer and in accordance
with AWWA Cl I l
EI\ID OF SECTION
c.
D.
33 4t 20 3 AUTOMATIC DRAINAGE GATES
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0t-2743
PART I
1.1 DESCRIPTION
SECTION 33 4213
CORRUGATED METAL PIPE AIIDPIPE ARCHES
GENERAL
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This work consists of the construction of comlgated metal (steel and aluminum)
pipe and pipe arch culverts, intended for use for storm water, irrigation, ditch and
river diversion pipelines. Unless otherwise indicated in the drawings, the pipe
shall be galvanized comrgated steel pipe conforming to AASHTO M 36.
Special frttings, i.e., end sections, manhole tees and bends, are also covered by
this Specification.
All construction shall be in accordance with these Specifications and in confor-
mance with the lines and grades shown on the Drawings.
1.2 QUALITY STANDARDS
AASHTO Standards
Standard Specifications for Highway Bridges
M 36 - Galvanized Comrgated Steel Pipe
M 190 - Bituminous-Coated Comtgated Metal Culvert Pipe and Pipe
Arches.
M 196 - Aluminum Alloy Sheets for Comrgated Aluminum Pipe
M 197 - Aluminum Alloy Coils for Comrgated Aluminum Pipe
M 198 - Joints for Circular Concrete Sewer and Culvert Pipe using Flexi
ble Watertight Gaskets
7 . M 2l 8 - Steel Sheet, Zinc-coated for Comrgated Steel Pipe
8. M232 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware
9. M243 - Cold Applied Bituminous Coatings
10. M246 - Polymer Coated Sheets and Coils for Comrgated Steel Pipe
ll. M274 - Steel Sheet, Aluminum-Coated (Type 2) for Comrgated Steel
Pipe
12. M 289 - Aluminum-Zinc Alloy Coated Coil Steel for Comrgated Steel
Pipe
13. M 291 - Carbon and Alloy Steel Nuts
14. M 291M - Carbon and Alloy Steel Nuts (Metric)
15. M 298 - Coatings of Zinc Mechanically Deposited on Iron and Steel
16. T 65 - Weight of Coating on Zinc-Coated Iron or Steel Articles
17. T 213 - Weight of Coating on Aluminum-Coated Iron or Steel Articles
18. T 241 - Helical Continuous Welded Seam Comrgated Steel Pipe
CORRUGATED METALPIPE
AND PIPE ARCHES
l.
2.
4.
5.
6.
33 42 t3
T0t-27-03
B.
19. T 249 - Helical Lock Seam Comrgated Pipe
ASTM Standards
l.
2.
J.
4.
5.
6.
7.
A307 - Carbon Steel Bolts and Studs, 60,000 psi Tensile Stength
A449 - Quenched and Tempered Steel Bolts and Studs
F 568 - Carbon and Alloy Steel Extemally Threaded Metric Fasteners
B 633 - Electro deposited Coatings of Zinc on Iron and Steel
A 780 - Repair of Damaged Hot-Dip Galvanized Coatings
A796 - Structural Desigrr of Comrgated Steel Pipe, Pipe-Arches, and
Arches for Storm and Sanitary Sewers
D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber
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C. Classification
The comrgated metal pipe covered by this specifications is classified as follows:
l. Type I - This pipe shall have a full circular cross-section, with a single
thickness or comrgated sheet, fabricated with annular (circumferential) or
helical comrgations.
Z. Type IA - This pipe shall have a full circular cross-section with an outer
shell of comrgated sheet fabricated with helical comrgations and an inner
liner of t*ooih (uncom.rgated) sheet attached to the shell at helical lock
seams'
3. Type IR - This pipe shall have a full circular cross-section, with a single
thickness of smooth sheet, fabricated with helical ribs pmjecting out-
wardlY.
4. Type II - This pipe shall be a Type I pipe which has been reformed into a
pipe-arch, having an approximately flat bottom'
5. Type IIA - This pipe shall be Type IA pipe which has been reformed into a
pipe-arch, having an approximately flat bottom'
6. lype Ill - This pipe, intended for use as underdrains or for underground
disposal ofwater, shall be a Type I pipe which has been perforated to per-
mit the in-flow or out-flow of water'
7. Type IIIA - This pipe, intended for use in underdrains, shall consist of a
semi-circular cross-section, having a smooth (uncomrgated) bottom with a
comrgated toP shield.
PART 2 - MATERIALS
2.1 METAL SHEET
A. General
CORRUGATED METAL PIPE
AND PIPE ARCHES
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33 42 13
I obz743
I Unless otherwise shown in the Drawings, the minimum thickness of metal sheet-
I 2.2 r"r'##::;'fr::
A. Metallic Coatings
l. Steel Pipe
a. All steel pipe fabricated under this specification shall be formed
from zinc-coated sheet conforming to AASHTO M 218, or alumi-
num-coated sheet conforming to AASHTO M 214, or aluminum-
zinc alloy coated sheet conforming to AASHTO M 289.
b. If the type of metallic coating is not stated in the Drawings, zinc-
coated sheet conforming to AASHTO M 218 shall be used.
c. All pipe furnished shall have the same metallic coating, unless oth-
erwise shown or noted in the Drawings.
2. AluminumPipe
a- All aluminum is clad with Aluminum alloy 7072 metallurgically
bonded by hot pressure weld to the Aluminum 3004 core'
B. Non-metallic Coatings
a. Non-metallic coatings shall be as called out in the Drawings and in
conformance with the applicable AASHTO Standard.
I 23 FABRICATED PIPE COATINGS
A. Fabricated pipe coatings shall be in conformance with the applicable AASHTO M
Standard.
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A. The sheet used in fabricating coupling bands shall conform to the same specifica-
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tion as that used for fabrication ofthe pipe'
2.5 HARDWAREFORCOUPLINGBANDS
A. Bolts and nuts for coupling bands shall conform to the following requirements:
Bolts Nuts
For M 36 Pipe A307 M 291. Gr. A
For M 36M Pipe F s68. CI.4.6 M 291M. Cl.5
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334213 CORRUGATED METAL PIPE
AND PIPE ARCHES
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2.6
2.7
0t-2743
B. Bolts, nuts and other threaded items used with coupling bands shall be zinc coated
by one of the following processes: hot-dip process as provided in AASHTO M
2\2; elecnoplating process as provided in ASTM B 633, Class Fe/Zn 8; or me-
chanical process as provided in AASHTO M298, Class 8'
C. Other hardware items used with coupling bands shall be zinc coated by one of the
following processes: hot-dip process as provided in AASHTO M232; electroplat-
ing process as provided in ASTM B 633, Class Fe/Zn 25; or mechanical process
as provided in AASHTO M 298, Class 25'
SPECIALFITTINGS
A. Special fittings, flared end sections and elbows for the pipelines shall be the same
metal thickness as the pipeline to which they are joined, and shall conform to the
applicable requirements of AASHTO M 196, Type l'
B. Fittings shall be factory fabricated.
O.RING GASKETS
A. O-rings shall meet the requirements of AASHTO M 198'
B. A requirement for the use of o-rings at couplings will be shown or noted in the
Drawings.
C. Rubber O-ring gaskets shall be 13116 in. diameter for pipe diameters of 36 in. or
smaller, ana1ft in. diameter for larger pipe diameters, having l/2 in. deep end
comrgations.
D. Rubber O-ring gaskets shall be 1 3/8 in. diameter for pipe having I in' deep end
comrgations.
GASKETS
A. Gaskets shall be expanded rubber meeting the requirements of ASTM D 1056 for
the "RE" closed cell grades.
B. A requirement for the use of expanded rubber gaskets at couplings will be shown
or noted in the Drawings'
C. The closed-cell expanded rubber gaskets shall be a continuous band, approxi-
mately 7 in. wide and approximately 3/8 in' thick'
CORRUGATED METAL PIPE
AND PIPE ARCHES
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PART 3. EXECUTION
3.I GENERAL
A. Pipe shall be protected during handling against impact shocks and free fall.
B. Pipe fabrication shall conform to AASHTO M 36, Part 7, Fabrication.. The com-
pteted pipe shall show careful, finished workmanship in all padiculars as deter-
mined by the ENGINEER.
C. Pipe that has been damaged, either in fabrication or in shipping, may be rejected
by the ENGINEER. Among others, the following defects shall be considered as
constituting poor workmanship:
Variation from a straight line
Elliptical shape in pipe intended to be round
Dents or bends in the metal
Metallic coating that has been bruised, broken or otherwise damaged
Lack of rigidity
Illegible markings on the steel sheet
Ragged or diagonal sheared edges
Uneven laps in riveted or spot welded pipe
Loose, unevenly lined, or unevenly spaced rivets
Defective spot welds of continuous welds
Loosely formed lockseams
Field fabricated fittings, bends and manholes.
Deflection greater than3o/o of the nominal pipe diameter
D. Pipe shall be installed in accordance with the Drawings and installation specifica-
tions, ASTM A 796 and A798.
3,2 TRENCHING, BEDDING AND BACKTILL
A. Trenching, bedding and backfill shall conform to SECTION 31 23 16'01 -
TRENCHING. BEDDING AND BACKIILLING FOR CORRUGATED METAL
PIPE.
B. When pipelines are to be installed in new embankments, the embankment shall
first be constructed to the required height ofat least 0.3 ofthe outside diameter or
rise on the pipeline, and for a distance each side ofthe pipeline location ofnot less
than five timis the diameter or span of the pipeline, after which the trench shall be
excavated and the pipeline installed.
C. The bedding shall be shaped to permit minimum longitudinal camber in the pipe-
line of one percent of the length of the pipe. At the direction of the ENGINEER'
CORRUGATED METAL PIPE
AND PIPE ARCHES
33 42 t3
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0t-27.{.3
camber may be increased to suit greater heights of fill and more elastic supporting
soils.
PLACING PIPE:
A. The pipe laying shall begin at the downstream end of the pipeline. The lower
segment of the pipeline shall be in contact with the prepared bedding throughout
its full length.
B. Elliptical shaped pipe shall be placed with the vertical axis within five degrees of
a vertical plane through the longitudinal axis ofthe pipe.
JOINING PIPEI
A. Comrgated metal pipe sections shall be placed and aligned to within 3/4 inch of
the adjacent section and shall be firmly joined with either one-piece or two-piece
coupling bands. When called for in the Drawings coupling bands shall incorpo-
rate O-ring gaskets. Pipe with helical comrgations shall be joined with the comr-
gations matched across the joints and with all comrgations of the pipe completely
engaged by the comrgations or dimples of the coupling band'
B. Where existing comrgated metal pipe culverts are to be extended, damaged ends
shall be cut off. All ends of pipes requiring extensions shall be cleaned within the
area necessary for proper installation of connecting bands. When special joint
treatment is called for in the Drawings to prevent infiltration or exfiltration, lhe
joints shall be made using an appropriate sealing compound with the connecting
band-
COUPLING BANDS:
A. Field joints for each type of comrgated steel pipe shall maintain pipe alignment
during construction and prevent infiltration of fill material during the life of the
installation.
B. Coupling bands shall be installed on all pipe joints and shall lap equally on each
end ofthe pipe sections to be connected.
CORRUGATED METAL PIPE
AND PIPE ARCHES
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Coupling Band Width, Min.
(AASHTOM 36)
Nominal
Comrgation
Size
Nominal
Pipe Inside
Diameter
Annular
Comrgated
Bands
Helically
Comrgated
Bands
Bands with
Projections
1 ll?bv l/4 4to18 10 t/2 1 t0 t/2
22/lbv ll2 12to36 I t2 l0 u2
42to72 101t2 t2 to u2
78 to 84 t0 v2 t2 16 t/4
3bvl 36to 72 t2 l4 t01/2
78 to 120 t2 l4 16l/4
5bvl 36 to 72 20 22 t2
78 to 120 20 22 22
C. Annular Comrgations
1. Coupling bands with annular comrgations shall be used only with pipe
with annular comrgations, or helical pipe in which the ends have been re-
rolled to form annular comrgations.
2. The comrgations in the band shall have the same dimensions as the comr-
gations in the pipe end, or may be of a special design to engage only the
first or second comrgation from the end of each pipe.
3. The band may also include a U-shaped channel to accommodate upturned
flanges ofthe pipe.
D. Helical Comrgations
l. Coupling bands with helical comrgations shall be used only with pipe with
helically comrgated ends.
2. The comrgations in the bands shall be designed to properly mesh with the
comrgations in the pipe.
PRESSURE TESTING
A. Comrgated metal pipelines shall be pressure tested for watertightness when noted
in the Drawings.
B. Exfiltration shall be limited to 0.35 gallons per inch diameter per 100 feet per
hour at a head often feet.
C. The section of pipeline to be tested shall be filled to test elevation with water and
the elevation recorded in the manhole or standpipe. The CONTRACTOR is per-
mitted to have as many sections as may be necessary to test the pipeline consider-
ing topography, availability of plugs and manhole spacing. The minimum length
of test section shall be between two manholes. Pipeline plugs and standpipes may
CORRUGATED METAL PIPE
AND PIPE ARCHES
33 4213
be necessary ifconfigurations are such that large basins or other stuctures at the
pipeline enis makes it difficult to reproduce maximum static pressure conditions
in the pipeline to be tested. Afler a one-hour time period, the pipeline shall be
filled to the test elevation and the watertightness test begun. Leakage is defined as
the quantity of water necessary to fill the test section to the original elevation-
The test shall be conducted for a time period of 24 hours'
3.7 DEFLECTION TESTING
A. The maximum acceptable increase in the vertical and horizontal pipe dimension
due to consfuction, including soil placement and compaction methods, is five
percent ofthe rise or span ofthe nominal pipe diameter'
B. when requested by the ENGINEER, the coNTRACTOR shall test lengths of
pipe to demonstrate conformance with this specffication'
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END OFSECTION
CORRUGATED METAL PIPE
AND PIPE ARCHES
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10-27.0'3
PART T GEI\IERAL
l.l WORK INCLUDED
SECTION 334616
PIPE T,I\DERDRAINS
The CONTRACTOR shall fumish all labor, tools, and equipment and perform all
work necessary for, or incidental to, the supply and installation of non-pressure
drainage pipe underdrains as shown in the Drawings and specified herein. This
work includes tenching, placement of any geotextile fabric, rock, HDPE pipe and
clean-outs to drain water from structure foundations. The work shall be co-
ordinated with the work of all other trades and activities on the project.
Although such work is not specifically shown or specified, fumish and install all
supplementary and miscellaneous items, appurtenances and devices incidental to
or necessary for a complete installation.
Pipe underdrains shall be placed in sraight segm€nts (chords) connected with
bends when curvature is required, such as around circular tank foundations.
1.2 QUALITY STANDARDS
American Society for Testing and Materials (ASTM)
l. ASTM C 33 - Concrete Aggregates
2. ASTM D 883 - Definition of Terms Relating to Plastics
3. ASTM D 2122 - Method of Determining Dimensions of Thermoplastic
Pipe and Fittings
4. ASTM D 2321- Practice for Underground Installation of Flexible Ther-
moplastic Sewer Pipe,
5. ASTM D 3350 - Specification for Polyethylene Plastics Pipe and Fittings
Materials (minimum cell classification 324420C
6. F 405 Standard Specifications for Comrgated Polyethylene @E) Tubing
and Fittings
7. ASTM F4l2 - Definitions of Terms Relating to Plastic Piping Systems
8. F 477 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe
American Association of State Highway and Transportation Officials (AASHTO)
l. AASHTO M252- Comrgated Polyethylene Drainage Tubing
33 46 t6 PIPEUNDERDRAINS
tu27-03
I.3 SI.]BMITTALS
A. Submittals shall conform to the requirements of SECTION 0l 33 0l -
SUBMITTALS and shall include as a minimum the following:
L Geotextile fabric
2. Rock gradation results
3. HDPE pipe and fittings (including slot perforation pattem)
4. Meter vault sections and lid (where required for clean-outs)
1.4 ACCEPTABLE PIPE MANI.]FACTTJRER / MODEL
A. Hancor Sure-Lok@ (bell and spigot) or Hi-Q @lain end) pipe meeting AASHTO
M252 solid wall (Type S) and slotted wall (Type SP with Class 2 perforations)
PiPe'
B. Pipe shown or specified with slotted perforations shall provide a minimum inlet
area of 2.5 square inches per linear foot.
C. The slotted perforation pattern shall be in accordance with AASHTO M-252 and
M-294 Class 2 perforations. Slos shall measure 7/8 inch long x l/16-inch wide
and provide a flow rate, Q, > 0.83 GPM using l-foot of head and C:0.6 for
sharp-edged orifices.
D. The prpe is available in 2O-foot joints.
I.5 DELIVERY, STORAGE AND HANDLING
A. The pipe shall be delivered, stored and handled in accordance with the manufac-
turer's written instructions, a copy of which shall be made available to the
ENGINEER when the products are delivered.
PART2 MATERIALS
2.1 GEOTEXTILEFABRIC
A. The fabric shall have complete resistance to deterioration from ambient tempera-
tures, acid, and alkaline conditions, and shall be indestructible to microorganisms
and insects. The material shatl be resistant to short-term (until placement) dete-
rioration by ultraviolet light or protected until placement, as recommended by the
manufacturer, such that no deterioration occurs. During shipment and storage, the
rolls of fabric shall be protected against deterioration from the sun, mud, dirt,
dust, and other deleterious conditions at all times.
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TABLE I
PROPERTY VALUE TEST
METHOD
Grab Strength 120lbs.ASTMD
4632
Grab Tensile Elonga-
tion
55%ASTMD
4632
Burst Stength 225 pst ASTMD
3786
Puncture Resistance 65lbs.ASTMD
4833
Trapezoid Tear
Stength
50lbs.ASTMD
4533
Apparent Opening
Size
70, U.S. Standard
Sieve
ASTM D
4751
Pennittivity 1.7 sec-r ASTMD
4491
Water Flow Rate 11;0gal.lnrrnltr ASTMD
4491
B. Fibers used in the manufacture of geotextiles, and the threads used in joining geo-
textiles by sewing, shall consist of long chain synthetic polymers composed of at
least 85% by weight polyolefins, polyesters, or polyamides' They shall be formed
into a network zuch that the filaments or yams retain dimensional stability relative
to each other, including selvedges.
C. The property values shown below are not design values, but represent the mini-
mum accepted physical characteristics of the geotextile required. The number
represents a value to be conlirmed by the manufacturer. These values represent
minimum average roll values (i.e., any roll tested should meet or exceed the
minimum values in the TABLE l).
D. Geotextile fabric for pipe underdrains shall be Mirafi l40N or equivalent.
ROCKBEDDING
A. Unless otherwise shown in the Drawings, rock shall consist of dense, clean, uni-
formly graded material with a maximurn size of two inches and less than five per-
cent passing the 3/8-inch sieve. Coarse concrete aggregate meeting the require-
ments of ASTM C 33 No. 4 mav be used.
33 46 16 PIPE UNDERDRAINS
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HDPE PIPE A}ID FITTINGS
IIDPE pipe and fittings shall meet the same requirements as the pipe. See Section
1.4 above.
METERVAULT
A. The precast concrete meter vault sections and lid shall be to the dimensions shown
on the Drawings. The vault shall be fumished by Amcor or equivalent. The lid
shall be blank and not be labeled'fuater".
PART3 EXECUTION
3.1 TRENCHING
The underdrain may be trenched into the native soil a maximum of six inches if
shown on the Drawings to the grades shown on the Drawings. The trenches shall
slope uniforrnly at the grade strown on the Drawings.
3.2 GEOTEXTILE FABRIC
Geotextile fabric shall be placed as shoun in the Drawings Care shall be taken
not to tear any geotextile fabric during backfilling. See SECTION 31 05 19 -
GEOTEXTILE FABRIC.
ROCK
A. Rock shall be placed on the geotextile fabric to the depth shown prior to place-
ment of the HDPE pipe. After the pipe is in place, rock shall be placed along and
over the top of the pipe in a manner that will not darnage the pipe.
HDPE PIPE AND FITTINGS
A. The pipe shall be installed in accordance with ASTM D 2321 and the manufac-
turer's written instructions, a copy of which shall be maintained on site during
pipe installation.
B. Curved alignments shall be constructed using Hi-Q or Sure-Lok pipe joints. If
Sure-Lok pipe is used the bell end of the joint may be cut offand the joints of pipe
connected with elbows, which in 6-inch size are spigot-by-spigot, and coupling
bands. "Anaconda" style gaskets shall be used top make the joint silt tight. Simi-
larly Hi-Q pipe shall be connected using bends and coupling bands with anaconda
gaskets.
C. Pipe shall be laid straiCht from joint to joint.
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33 46 t6 PIPEUNDERDRAINS
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D. Curvature less than 765 feet in radius shall be made with bends, such as 22.5-
I degree elbows (spigot x spigot) and coupling bands. The pipe may be deflected ar morimum of 1.5 degrees of *gutat tnisalignment at the joinr-
I E. For tight curvatures the 20-foot Hi-Q or Sure-Lok pipe joint shall be cut into
shorter lengths to maintain alignment tolerance from the stucture. Joints shall be
I ffi##*;H:ffii*i#i:"#1ily"*"H*:1fiTil1:eachjoin'l
I F. Soil-tight Split Coupler Bands shall be used to make connections of pipe and
I bends. Soil-tight Snap Couplers are unacceptable unless the manufacturer can
provide documentation that the joint pullout stength of the snap coupler is
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equivalentto the split coupler.
- 3.5 CLEAN-OUTS
f A. The clean-out risers shall be constructed of solid wall pipe and protected from
damage during the backfilling operations.
I B. The ring and cap shall be secured in place with a reinforced concrete collar as
shown on the Drawings.
- 3.6 DEADENDS
I A. Dead ends of pipe reaches shall be capped with end caps.
END OF SECTION
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GolderAsocloles lnc.
44 Urlon Boulq/ord, Sdte 3m
tokeu,ood, CO t,sA 80228
Telephone: (303) 98C0540
Fco( 1303) 9U+2080
www.golder.com
May2,2N6 Town of Vail
Eagle River Water and Sanitation Dstrict
846 Forest Road
Vail. Cotorado 81657
Attention: Mr. Jim Boyd
RE: ADDENDUM REPORT, STONE
INTERMOTJNTAIN TANK SITE
Dear Jim:&6-61b5
Our Ref.: 053-23724
FILL,
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OFFICE SOPY
co
We have discussed pros and cons of Stone Columns vs. a surcharge frll for the lntermountain Tank
site with you and members of the design team. Based on your authorization, we are providing this
addendum report to summarize our understanding of the issues, our opinions, and recommendations.
The lntermountain site has been the subject of other reports from our office:
Golder Associates Inc., Consultation and Preliminary Opinions Regarding Shoring and Slope
Stability, Intermountain Tank Site, Vail, Colorado, March 18, 2005.
Golder Associates Inc., Slope Stability Analysis Results, lntermountain Tank Sile, Vail,
Colorado, April 20, 2005.
Golder Associates Inc., Geotechnical Assessment for Alternate Location of Proposed
. Intermountain Water Tank. Vail. Colorado, December 5, 2005.
This letter is an addendum report to our December 5, 2005 report referenced above.
We have also provided you with draft copies of an underdrain design and stone column layout, on
March 21, 2006. Our December 5,2N5 report identifies settlement issues for the "above ground"
tank site, and these issues have lead to the current discussion regarding ground improvement
techniques.
We believe stone columns to be a viable technique for mitigating tank settlement at this site. We
have also considered a simple surcharge fill to preJoad the foundations. This memo outlines our
opinions and recommendations regarding each approach.
We have also considered and discussed other ground improvement or foundation options such as
various types of grouting and conventional deep foundations, but have ruled them out at this time.
Grouting techniques (various types) would tend to impede, rather than enhance zubsurface drainage,
and conventional deep foundations are likely to be expensive and inconsistent with the current tank
design approach.
ra,l lr-r il \f i, ' l
tuN u0 2006 u
wNfofVAf,HARl
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D
F oFFlcEs AcRoss AFRtcA, AstA AUSIMUA, EUROPE, NOml AMERICA Al.lD SOUIH AMERICA
-2-
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Eagle River Water and Sanitation District
Mr. IimBoyd
May 2,2006
053-2372A;
Advantages of a fill surcharge include:
f r Simple technology, most likely requires no specialty subcontractor
- r Should be effective for settlement
|| r hobable lower cost
t Disadvantages ofafill surcharge include:
II :;'::T##::::-t' . lncreased truck traffic
I r No improvement to subsurface drainage or slope stability
I Advantages of the stone column option include:
JI|'- . Should be effective for settlement
I o Should also improve subsurface drainage and slope stabilityI
. Requires less import material
f o Requires less truck traffic
.r ' May be easier to construct with qualified subcontractor
I Disadvantages of the stone column option include:
I r Requires an experienced specialty sub-contractortr Likely to be higher in cost.
f Our opinion is that stone columns are the better option. We understand that you will consider both in
conjunction with other design team members and district personnel. The primary basis for our
rr opinion is that we believe the enhanced performance (to drainage and slope stability), and the
t constructability challenges (material availability, truck traffic, and staging) for the surcharge optiont outweigh cost considerations. In order to implement the surcharge option, these issues will need to be
- resolved
I In regard to costs, detailed opinions of probable construction cost are beyond our current scope.
However, we offer the following observations for your consideration:
I r Informal discussions with a quatified subcontractor (Hayward Baker) indicate
that construction of the stone column layout as shown on our cunent draft
I drawings could be expected to be about $150,000. This would include
iI mobilization and import/delivery ofthe necessary gravel.
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! r\orc3?2$r0fim23?2A ER''B DDNDU'T'T LrR ooM^yqr.ri.)c Golder Assocaatest
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Eagle River Water and Sanitation District
Mr. Jim Bovd -5-
May 2,2006
053-2372A.
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o We estimate that about 5,000 (+/-) cubic yards of fill would be required for the
surcharge. John Kronholm of Alpine Engineering has looked in to this issue and
determined a similar number. The cost for the surcharge will depend on a
number of questions, such as how the surcharge construction is staged into the
overall eailhwork construction, whether the material can remain on site, or must
be hauled away, and the sourceflocation of the material. However, it seems
tikety that the surcharge option will cost less than the stone columns.
. Several of the disadvantages of the surcharge option (especiatly truck traffic)
MAY have the potential to be considered "fatal flaws". We are not in a position
to examine this question further, but it factors into our recommendation of stone
columns as the preferred approach.
The issues outlined in this letter were the subject of a meeting at your offices on
Friday, April 14,2CfJ6.. Based on this discussion, we understand that you prefer to proceed with the
stone column option. Therefore, this letter is issued as an addendum report to our December 5,20f5
report. For your convenience, we are issuing this addendum report bound with the previous report.
Additionally, based on your instruction, we have completed design drawings for underdrains and
stone column layout, which are also attached herewith.
We are pleased to have been of service to the District in this matter, and look forward to a successful
installation. Our services have been performed to be consistent with the level of effort and care
exercised by other members of our profession, working at this time and in this are4 under similar
constraints of access, budget, and schedule. No other warranty is expressed or implied. Please call if
you have questions.
Sincerely,
GOLDERASSOCIATES TNC.
Nancy Dessenberger, P.E, P.G.
Associate
Attachments: Drawing I - Bench Exca
Drawing 2 - Proposed Stone Column Locations and Tank Base Platform Grading
Drawing 3 - Typical Cross-Section and Details
Geotechnical Assessment For Altemate Location Of Proposed Intermountain Water
Tank, Vail, Colorado, December 5, 2005
Vibro-Replacement (Stone Columns) Specification
cc: John Kronholm, Alpine Engineering
Bob Bates, Bates Engineering
FEH,/kag
rE5\2172\r'@s5lazAERwsD.ArrrxDUMRprLTR@MAy06rtr GolderAssociatgs
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GEOTECHNICAL ASSESSMENT
FOR ALTERNATE LOCATION OF PROFOS0D INTERMOT]NTAINWATER
TANK
vArL, coLoRADo
DECEMBER 5,2005
May2006
IIO5V3']IJIIII9J!I372A RWSDADDNDT'MIIT LTR O2MAY6.DOC
Golder Associates 053-23724
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€olderAssociqfes lnc.
44 Union Boulevord. Suite 300
Lokewood. CO USA 80228
Telephone (303) 980{540
Fox (303) 985-2080
www,gotoer,com
GEOTECHNICAL ASSESSMENT FOR
ALTERNATE LOCATION OF PROPOSED
INTERMOUNTAIN WATER TAIYK
VAIL, COLORADO
Submitted to:
Eagle River Water and Sanitation District
846 Forest Road
Vail, Colorado 81657
Submined by:
Golder Associates, Inc.
44 Union Boulevard, Suite 300
Lalrewood. Colorado 80228
Distribution:
2 Copies - Eagle River Water and Sanitation District
2 Copies - Golder Associates Inc., Lakewood, ColoradoI Copy - Alpine EngineeringI Copy - Bates Engineering
December 5, 2005 0s3-2372
OFFICES ACROSS AFRICA, ASIA, AUSTRALIA, EUROPE. NORTH AMERICA AND SOUTH AMERICA
December 2ff)5 -l-053-2372
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TABLE OF CONTENTS
4.0
5.0
6.0
I:\05\23?nU000532372 FM, REPORT 02DliC05. DOC Golder Associates
December 2fi)5 -1-053-2372
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I.O INTRODUCTION
Terms of Reference
The following reports supplemental geotechnical services performed by Golder Associates, Inc.
(Golde$ in order to assess placement of the proposed Eagle River Water and Sanitation District
(ERWSD) water storage tank located at Lot 14, Block 9, Vail Intermountain, Vail, Colorado. Initial
positioning of the water storage tank by cutting into the existing hillside was previously reviewed by
Golder as documented in Appendix A. The initial positioning indicated substantial cost
considerations associated with shoring needs for below grade construction, and emphasized
construction and operational risks associated with high groundwater conditions and identification of
the site as a potential landslide hazard. As requested by Mr. Ron Siebert, ERWSD Project Manager,
the supplemental work reported herein assesses altemate positioning of the water storage tank to
avoid below grade construction to the extent practical.
Site Characteristics
The tank site is located in an area indicated as "slope failure complex" on the Eagle County Map of
Potential Geologic Hazards (Robinson and Associates, 1975). Site photographs provided in
Appendix B are indicative of the sloping terrain that exists in the area. Based on site observations the
topography at the tank site and sunounding area is characteristic of ancient landslide deposits, as
previously discussed in our lefter dated May L2,2W5 (refer Appendix A for copy). The geologic
hazards map indicates that these deposits extend down to the valley floor,
Alternate Tank Location
The proposed alternative tank location assessed herein is shown on Figure l. Accompanying sections
are provided in Figures 2 and 3 indicating the ground surface profile at this location, and the site
photographs provided in Appendix B illustrate the local topography. This alternative location
positions the proposed tank in a direction northwest (downslope) of the initial design location a
horizontal distance of approximately 80 feet, but remaining at the same elevation as initialty
designed. Investigation efforts were limited to the confines of the proposed alternative location. It
should be noted that additional investigation would be required to assess slope conditions above and
below this location, but this was beyond the scope of the current assessment.
l:\05\232V)4{Xt0512372 FNL R-EFORT 02DEC05.DOC Golder Associates
December 2005 053-2372
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Table I
Figure I
Figure 2
Figure 3
Figure 4
Figure 5
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
LIST OF TABLES
Recorded Groundwater Depths .............. ......'....'......'...4
TIGTJRF^S
Proposed Alternate Location of Tank
Section 1-l Indicating Boring and Piezometer Depths
Section 2-2 Indicating Boring and Piezometer Depths
Slope Stability Analysis Cross-Section
Proposed Layout for Tank Location
APPENDICES
Previous Correspondence
Site Photographs
Boring Location Plan and Record of Borehole Sheets
Typical Detail of Piezometer Installation
Laboratory Test Results
I:\O5\37nUfiIO532372 FNL REPORT 02D€C!5.DOC Golder Associates
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2.0 FIELD IhTVESTIGATION AND LABORATORY TESTING
Boring Investigations
A borehole investigation program was performed between June 15, 2005 and June l'l ,2005 under the
direction of Golder. The field investigation included drilling and sampling four (4) exploratory
borings northeast of the existing water storage tank, designated M-1 through M4 and as shown on
the Boring Location Plan provided in Appendix B. Drilling operations were undertaken by D.A.
Smith Drilling Company using a track-mounted D50T drilling rig equipped with a 6.0-inch diameter
solid-stem auger for boring M-1, and an 8.25-inch diameter hollow-stem auger for remaining
borines.
Drilling depths of96 feet,5l.5 feet,35.l feet and 51.5 feet below ground surface were achieved at
borings IM-1, IM-2, M-3 and IM4, respectively. Sampling intervals in each boring were generally 5
feet, but at IM-l sampling intervals increased to l0 feet at depths greater than 50 feet below ground
surface. The Record of Borehole sheets are presented in Appendix C.
2.2 Geotechnical Soil Sampling
Smalt bulk soil samples and relatively undisturbed samples were collected for geotechnical laboratory
testing. The relatively undisturbed samples were collected using a Modified California (MC) drive
sampler and the small bulk samples were taken from the Standard Penetration Test (SFD split-spoon
sampler. The outside and inside diameters of the MC drive sampler are 2.5 inches and 2.0 inches,
respectively; corresponding diameters for the SPT sampler are 2.0 and 1.4 inches. The MC drive and
SPT samplers were driven using a l4Gpound automatic trip hammer falling through a height of 30
inches. Sampling at each interval altemated between MC and SPT samplers.
Piezometer Installation
Upon cornpletion of dritling operations a piezometer was installed in each boring to monitor
groundwater levels. lnstallation was carried out by D.A. Smith Drilling Company under the direction
of a qualified Golder engineering geologist/engineer. A typical detail of piezometer installation is
provided in Appendix D. Piezometer installation and screening depths are shown on Figures 2 and 3.
r:$5\2txwn05l2l72 FNL REPORT 02DEC0'DOC Golder Aesociates
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December 2005 053-2372
24 GeotechnicallaboratoryTesting
Geotechnical laboratory tests were conducted to supplement observations recorded during the field
investigations. A total of six (6) soil samples were tested for grain size distribution and a total of four
(4) samples tested for Atterberg limits in order to assess soil characteristics. A sample was also tested
in the one-dimensional oedoneter apparatus to assess consolidation-settlement characteristics.
Moisture content was measured with each of the test samples, and unit weights also obtained with
four (4) of the test samples. Testing was performed in accordance with the appropriate American
Society for Testing and Materials (ASTM) standards at the Golder Associates, Inc. soil laboratory
located in Lakewood, Denver. Test sample locations and test are provided in Appendix D.
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3.0 ASSESSMENT OF ALTERNATE TANK LOCATION
Subsurface Conditions
The exploratory investigations indicated erratic soil conditions over the depths investigated. A strong
presence of compact to very dense clayey sand (SC) material was noted in all borings, interspersed
with zones of compact to very dense clayey gravel (GC) or sandy gravel (GP), or generally stiff to
very stiff sandy clay (CL). Intermittment grinding of augers noted in all borings also suggested the
presence of pockets of cobbles or possibly small boulders throughout. The early termination of
drilling operations in boring IM-3 at a depth of 35.1 feet below ground surface suggested the presence
of either a large boulder or bedrock at this depth.
Highly weathered, very weak rock (sandstone) was encountered in boring M-l at depths greater than
80 feet below ground surface. This could be interpreted as indicating proximity to bedrock, but the
presence of clayey sand (SC) near the termination depth of 96 feet below ground surface would tend
to suggest otherwise. It is noted that caving of material from upper to lower depths in boring IM-l
was possible due to the solid-stem auger drilling technique utilized. However, the absence of any
marked change in drilling resistance to termination depth indicated a relatively constant soil profile
over the depth investigated.
Groundwater Conditions
Groundwater levels encountered in each boring during drilling and after piezometer installation are
indicated in Table l, and the post-piezometer installation levels are shown on Figures 2 and 3 to
illustrate groundwater levels in relation to the ground surface profile at the tank location.
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Table I : Recorded Groundwater
Boring
Groundwater Depth Below Ground Surface (feet)
During Drillingr Post-Piezometer Installation2
IM-l 22.8 7.4
IM.2 = 9.5 6.0
IM-3 =35 19.6
IM-4 =15 0
Notes:(l) Approximate for borings IM-2, IM-3 and IM-4 due to the presence of the hollow-stem casing.
(2) Measured on Julv 19.2005.
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Running water was audible in borings IM-I, IM-2 and M4 during piezometer installation, and
additional quantities of filter sand were noted in these borings in order to achieve the desired
piezometer installation layout. Reason for the additional quantities was mainly attributed to loss of
filter sand through transport into the surrounding ground by flowing water. Oversizing of the
borehole due to caving was also considered a possible cause, although to a lesser degree. The
groundwater level inside the previously existing PVC monitoring well (installed by others, refer to
Figure 1) was also examined during the investigation and indicated a piezometric level less than one
feet below the ground surface at this location.
Groundwater conditions characterized by variable permeabilities with depth and affected by local
impermeable layers and/or highly porous layers should therefore be anticipated. The relatively lower
groundwater level observed at boring M-3 is considered to be the result of possible topographic
effects or ground variations locally influencing the groundwater regime. lnspection of groundwater
levels relative to the existing ground surface (Figures 2 and 3) indicates that generally high
groundwater conditions are apparent at the proposed tank location. Observance of high groundwater
conditions at the site is in accordance with previous investigations and observations by others.
Performance Assessment
3.3.1 GroundConditions
Based on the findings of the exploratory investigations, ground conditions at the proposed tank
location were characterized as landslide debris. This followed from the exploratory investigation
observations of erratic subsurface conditions and variable groundwater conditions that are typical of
landslide deposits, and the potential landslide hazard designation that already applies to the site and
surrounding area. Furthermore, inspection of a nearby road cutting on Snowberry Drive revealed
subsurface qualities that would be expected of landslide debris (refer to photograph below). This
road cutting is located west of the existing tank at a horizontal distance of approximately 500 feet,
lending support to the presence of such material at the tank site.
Given the erratic nature of landstide deposits, it is difficult to assign average values of soil properties.
A range of soil parameters were therefore adopted for the purpose of assessing the anticipated effects
of the landslide debris on perforrnance of the proposed water storage tank.
It05\2,?2VX{X 05t2172 FNL REPORT 02DECtJ.DoC Golder Associates
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December 2005 053-2372
Road cutting on Snowberry Drive below the site (July 16,20p5)
3.3.2 Slope Stabiliry
White no evidence of recent ground movement has been observed in the vicinity of the tank site, re-
mobilization of landslide deposits is possible due to construction-related disturbance or changes in
ground conditions. The proposed altemate location will require positioning the tank structure on
mostly fill of varying height to locate the base of the tank at the same elevation as initially designed.
Based on the proposed alternate location as shown on Figure l, the fill height is expected to reach up
4-
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to 20 feet in height. Placement of the tank and supporting fill will therefore apply additional loading
to the existing hillside that will impact stability of the slope below the tank.
Slope stability assessment was based on the steepest downhill ground surface profile located through
the center of the proposed tank location (corresponding to section l-l as shown on Figure l). The
analysis cross-section is shown in Figure 4 and extended uphill a clear horizontal distance of
approximately 120 feet (= l.l tank diameters), and downhilt a clear horizontal distance of
approximately 160 feet (= 1.4 tank diameters) from the proposed tank location. The base of the
downhill portion corresponded to the access road that extends from Snowberry Drive. Slope stability
analyses were undertaken using SLIDE Version 5.014 (Rocscience, 20@).
Given the absence of subsurface or groundwater investigation for the hillside below the tank, slope
stability assessment first considered the material properties previously estinrated for this area [c'= 0,
il = 35", T= 139 pcfl, as reported in our letter dated April 20,2Cf5 (refer Appendix A for copy).
Based on the event of high groundwater conditions below the tank, analysis results indicated failure
of slope portions below the tank location but no encroachment of failure surfaces into the tank and fill
area. Failure of lower slope portions could impact subsequent stability of the tank and/or result in
progressive slope collapse. Given the observed stability of the lower slope portions and absence of
any obvious groundwater seepage, the high groundwater condition case was considered an unlikely
event, and is therefore not expected to impact tank design or construction.
Based on the exploratory investigation data and observed stability conditions in the area, a series of
slope stability analyses then considered a range of soil strength parameters recognizing both cohesive
(c'> 0) and frictional (/) strength qualities. The various groundwater cases as indicated on Figure 4
were also inspected in recognition of the uncertainty with groundwater conditions. The full-tank (i.e
long-term) condition was considered to be the governing analysis case for design, as the short-term
loading case was not expected to mobilize any appreciable differences in soil strengths. Analysis
results indicaled existing factors of safety ranging from 1.3 to 1,8, and factors of safety ranging from
1.2 to 1.5 for the full-tank condition. Based on engineering judgement, a factor of safety equal to I .4
was considered the most rcasonable value for the for the full-tank condition, based on a factor of
safety equal to approximately 1.6 for the existing slope.
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3.3.3 Settlement
Loading applied by the tank" fill, and stored water is expected to induce settlement of the underlying
foundation soil. Given the difficulty in assigning average soil properties to the landslide debris, and
the nature of soil in general, settlement calculations are only considered to be broadly indicative of
the movements that may occur. Based on the Schmertmann (1970) approach, immediate settlement
on the order of 2- to 4-inches was estimated for the full-tank loading condition. Based on
consolidation test results, long-term settlement in the order of several feet was calculated. However,
the latter calculation was based on clay-like material behavior that is overly conservative for the soil
profile investigated. Less long{erm settlement is therefore anticipated, and is estimated to be in the
order of one foot.
The absence of bedrock material in the exploratory borings requires that consideration be made as to
possible deep-seated movement due to the influence of surface loading pressures on deeper soil
layers. The extent of influence is scale-dependent and generally considered to be important over a
depth corresponding to twice the structure width, with the upper half of this depth experiencing the
greatest influence. Given the exploratory depths investigated and the erratic nature of landslide
debris, additional settlement due to deep-seated movement remains a possibility. However,
inspection of boring M-l would tend to suggest an increase in granular content at greater depths,
indicating that deep-seated movement may not be an issue.
Differential settlement concems are appropriate for the tank structure given placement on fill of
varying height and partial bearing of the tank base directly onto the existing slope. Provision of a
properly compacted fill of sufficient rigidity should minimize differential settlements within a fill of
varying height, and provision of a homogeneous bearing layer of constant thickness directty beneath
the tank base should promote uniform settlement.
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I Based on the assessment findings and analysis results, the alternate location is considered to be
I appropriate for placement ofthe proposed water storage tank, subject to the proviso that expectations
t of satisfactory stability conditions of the existing slope below the altemate location are verified.
_ Backhoe trench investigations are recommended to establish if high groundwater conditions exist in
I this area. Investigation to establish appropriate subsurface and groundwater conditions for the
downhill slope is considered the most effective measure for reducing construction risk.I
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Given the erratic ground conditions anticipated, presence on-site of a qualified geotechnical engineer
I during construction is also recommended in order to confirm design expectations and establish any
design changes if necessary.I
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Recommended design measures include the following, as illustrated in Figure 5:
r Provision of a 3-foot thick layer of free-draining gravel material directly beneath
the tank to allow drainage and promote uniform settlement;
r Use of granular material for construction of the tank fill and reinforcement to
enhance strength and stiffness in order to minimize settlement;
r Benching of the filt foundation to key it into the slope and facilitate drain
construction:
r Provision of drainage pipes in each bench to affect drainage of groundwater away
from the tank foundation:
r Provision of surface drains to direct surface water away from the tank
foundation.
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December 2005 053-2372
5.0 CLOSURE
Thank you for the opportunity to work on this assignment. This report and our related services have
been provided to be consistent with the standard of care exercised by other members of our
profession, working at this time and in this area, under similar constraints of schedule, budget, site
access, and geotechnical uncertainty. No other warranty is expressed or implied.
Please call if you have questions concerning this report.
GOLDERASSOCIATES INC.
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Senior Project Engineer
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Francis E. Harribon. P.E
Golder Associates
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December 2005 053-2372
I 6.0 REFERENCES
I Alpine Engineering, Preliminary Grading Plan for the Tank Site, January 25,2W5
I Alpine Engineering, Tank Cross Sections, February 11, 2005r
Golder Associates Inc., Consultation and Preliminary Opinions Regarding Shoring and Slope
t Stability, Intermountain Tank Site, Vail, Colorado, March 18, 2005.
- Golder Associates [nc., Slope Stability Analysis Results, Intermountain Tank Site, Vail, Colorado,
I April20,2005
I IIP Geotech, Geotechnical Rreport for the Subject Site, May 30, 2001
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Rocscience QCf,q. SUDE, slope stability computer program, Version 5.014, Toronto, Ontario,
Canada.
Schmertmann, J.H. (1970). "Static cone to compute settlement over sand." J. Soil Mech. and Found.
Engrg., ASCE, 96(SM3), pp. l01l-1143.
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FIGURES
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r | \05o3?no4m\0512171 FNL REPORT 02DECO5 DOC
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SOURCE:
BASE MAP PROVIDED BY
ALPINE ENGINEERING INC.
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ANK LOCATION
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APPENDIX A
PREVIOUS CORRESPONDENCE
t December 2005 Golder Associates
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053-2372
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Golder Associqles lnc.
44 Unlon goulevord, Suite 300
Lokewood. CO USA 80228
Telephone (303) 980-0540
Fox (303) 98$2080
w\,./w.golder com
May 12, 2005I
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Our Refl P05-2038
Eagle River Water and Sanitation District
846 Forcst Rtnd
Vail, CO 81657
Attentiou: Mr. Ron Siebert
RE: BVALUATION OF I,AFIDSLIDE HAZARD TO PROPOSED IVATER TANK
Dear Mr. Siebert:
Thank you for your time on May 4, 2005, when we visited the tank site with you to assess the
potential landslide hazard for the proposed tank location. The tank sile is located in an area indicated
as "slope f'ailure conrplex" on the Eagle County Map of Poteutial Geologic Hazards, prepared by
Charles S. Robinson and Associates, Inc. for Eagle County in | 975. Our visit to the site was lor the
purpose of veriffing the nature of the site terrain as old landslide, looking for indications of possible
recenl rlovemenl. and understanding tlre proposed layout of the tank with relerence to the
topography.
SI1E OBSERVATIONS
The topography at the tank site arrd surrounding area is characteristic of ancierrt landslidc deposits.
The geologic hazards map indicates that these deposits extend down to the valley l1oor. Deposits ol'
tbis type are conlmon on many slopes in the Vail area. In nlosl cases, the deposits are stable in their
undisturbed condition. However, disturbance of these areas by regrading, increased groun<lwater
levels, or structural loading can lead to re-mobilization of the slide deposits and result in damage to
smrcrures.
At the time of our site visit, there was still some snow upslope of the tank site, and nearby areas of lhe
ground surface were saturated fronr snownrelt. llowever, there appears to be a groundwater seep al
the south side of the tanft site, rvhere an old cut slope has apparently intersected the groundwater
table. This seep may be seasonal, and have reduced, or no flow during driel seasonal conditions. The
water level inside the PVC nronitoring well ( Boring l) placed by HP Geotechnical during their April
2001 site investigation indicated a piezornetric level at approximately the gmund surface.
An existirrg 200,000 galton tank is localed iurmediately adjaceut to the llew tank sile. Reporledly, this
tank has been in service flor about 20 years and has not experienced any dislress due to setllement or
ground movements. A timber retairring wall on the dowlslope side of the existing lauk appears to be
ln good condition, with no evidence of distress.
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Eagle River Water and Sanitation District
Mr. Ron Siebert
May 12, 2005
P05-2038
AIITICIPATED BFTECTS OF LANDSLIDE TERRAIN ON PROPOSI]D TANK
coNSTRUCTTON
The tank is to be constructed on an existing topographic bench. imrnediately east of the existing water
ta1k. The existing back slope rvill be further excavated and supporred by a permarlent tieback
retaining wall. A fill, approximately 25 feet high, rvill be constructed supporting the front of the
downslope side of the tank. It is appropriate to consider the efTects that the cut and fill rvill have in
changing the existing slope geonrelry, and evaluate the stability ofthe modified site.
At the tirne of the site investigation by HP, the groundwater table rvas within 2 to 5 t'eet of the ground
surface. At the tinre ofour site visit, grouudwaler was at the surface at the back of the existing cut.
Observations by others indicate tliat this area apparently has a relatively high ground water condition
(near the ground surFace) during dry periods of the year, as well. The significance of these
observations is that high groundwiter corrditions nrust be taken into consideration regarding stability
of the proposed tank
'l'he slope stability analyses include relatively conservative assumptions lor the strengtlr of soil
materiali. No site-specific strength data was available lbr the on site soils. Strenglb and other soil
property values were assigned based on our experience with similar sites in lhe area, and then rvele
checked by back-calcuiation methods.
Installation of drains, to keep groundwater levels down in the tieback wall, and a blanliet drain belorv
the tank, have been specified for construction. lrr the event that the drains do not perfbnn as intended,
or clog over time, groundrvater levels could rise and compromise stability. Both fully-functional and
"partially-clogged' drain conditions u'ere examiued in our analyses. Since the partially clogged drain
condition would be a short-term or "worst case" condition, it is appropriate to accept a lorver factor of
sat'ety for this coldition. Such a worst-case condition would occur only during seasonally wet
conditions combined with the evenl of reduced drain function.
Factors of satbty calculated for the overall slope and for the back slope cut wall have previously beol
reported to you. Analyses perfonned I'or the fill and fill foundation indicate a factor of safety of 1.4
for lailure of the fill face and adjacent foundation under the partially clogged condition, and
exceeding L5 for the condition of fully functional drains.
Based on the factors and results of analyses described above, we believe that the proposed design for
the tank site cut and fill is appropriate for the site conditions. Due to the significant eff'ect ol'
groqndwater levels on stability, we reconunend tlut sorne additional loundation drainage nreasures be
constructed, with adequate on-site inspection to allow field-fitting lo existing conditions. '[]te
tbllowins are recomntended.
r Benching ofthe berm fill foundation to key it into the slope and fbcilitate drain
construction.
r A blanket drain to be added below the fill berm. A blanket drain has already
been specified below tlte tank.
r Trench drains belotv the fill blanket drain. The rnain collection drain would be
placed at the back of the highest fill foundation bench (the heel of the fill). A
discharge drain, €xcavated into the foundation, would lead fronr the transverse
drain to daylight through tlre fill toe.
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Eagle River Water and Sanitation District
Mr. Ron Siebert -3-
May 12, 2005
P05-2038
The foundation areas should be examined aller stripping of the site, and completion of excavation.
We strongly recommend tlrat we have a full-tinre presence, or nearly so, on the site during retaining
wall construction, foundation preparation and drain construction so tha{ tlrc drains and blankets can be
field-fit to suit the conditions encountered as the foundation is excavated. If the foundation is lotrnd
to be without evidence of seepage, il may be possible to eliminate either the blanket drain or lrench
drains below the fill. Also, ifdiscrete seepage sources are found durin,s excavation, trench drains can
be constnrcted as needed.
We are prepared to assist you with an addendurn to the construction docurnents to accommodate lhe
additional drains. If the drains are to be field-fit, drarving changes are likely not needed; lhe
additional work may be specified through estimated quantities of drain materials.
We would be happy to discuss these changes with you. Please call if we can answer any qucstions
you nray have regarding the above infbnnation.
Sincerely,
Golder Associates Inc.
Nancy C. Dessenberger, P.8., P.C.
Associate
NCD/FEH/mjc
| .r'Roplrro5,ruiu-!AcL.ERly!R\[vALr.NDsr.r)rlzr{) rx)( Goldgr Astociates
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May 9. 2005
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Our Rcl: 051-ll7:
Eagle River Watcr and Sanitation l)istrjct
846 Forcsl Road
Vail, Colorado 8 | 657
A11qnllt1"nr Mr. Ron Sieben
IIE: SCOPT CHANGf, FOR RETAINTNC WALL CONSULTATION AND ANALYS-ES
SERVICCS, INTER}I OUI{TAIN W A-I' [R T AN K, V A I L. COI,ORA O()
[)ear Ron:
As we discussed on May 2. 2005, and at vr>ur direction. we arc claluating the potential 1'rrr land:lidc
hazards at the tank site, mapped by others. to atibct construclion or expected perlirrmance tirr the
Intermountain r,r'ater 1ank, These additional scn,ices not inciuded in our existing scope of worL
include:
. A site,"isir by a (iolder Engineering Geologist to verill the nature of the site tcnain as oltl
landslide, look for indications ol'possiblc rL*cent movement. and rer ier.v thc proposed
layout of the tank with referencc t() tho t()p()graphy.
o Completion of several additional stability anall.ses to lurther cxaminc p()tential slabilit)
implicarions to the portion ol'the slope bclorv the tank site.
. Additional pertinent recom rnendations. rrhich rnal includc more aggressive site drainage
strategies. and monitoring ol'groundrvater levr-'ls and possible ground movements.
At this time jt is not anticipated that changes in the existing proposed design uill bc nccessary.
ljowever, if the results of the additional anal.vses indicatc stabilit-r uoncerns. we uill discuss the
potential implications with you as s(x)B a.s practical.
For thc anticipated additional eftbrt we anlicipate approximatcl,v- l2 hours of Assnciate Bngineer tinre,
8 hours of Prcljecl Engineer effort. and I hour trf clcrir:al support. \\'ilh associated expenses.
including trayel cosls to visit the sitc, wc estirrrate a total additional cosl not to cxceed $2.700. -fhis
does not include changes to the wall design. should $e work delernrine thal this is needed.
The addirional services will be added to our existing contract as Phase 4 - Landslidc Rsview. and uill
be perf,ormed under the pre,' iously-agreed upon temr.s and condilions. lf ;-ou find ttris prcrposed scope
and budget change to be aoceptablc, pleasc indicate so by' signing belou. 'fhank lou for the
tlpportunity lcr propose on Lhis project. Please call if 1ou have any queslions.
S inccre l1',
GO LDER ASSOCIATES INC.
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Eagle River Waler and Sanitation District
Mr. Rtxr Siebert -2-
February 9, 2005
P05-2038
t l:H'"1;o*"nberger'
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Francis E. I lanison, P.E.
Associate
ACCEPTED BY EAGLE RIVf,R WATER AND SANITATION DISTRICTI
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Golder Assocloies lnc.
44 Union Boulevord. Suite 300
Lokewood. CO USA 80228
Telephone: {3031 98G0540
Fox (303) 98$2080
www.golder.com
April 20,2005
@"'sH*
Our Ref.: 053-2372
Eagle River Water and Sanitation District
846 Forest Road
Vail, Colorado 81657
Attention: Mr. Ron Siebert
RE: SLOPE STABILITY AIIALYSIS RESULTS, INTERMOUNTAIN TANK SITE VAIL'
COLORADO
Dear Mr. Siebert:
As requested, Golder Associates Inc. (Golder) has completed a series of slope stability analyses for
the proposed lntermountain Tank Site in Vail, Colorado. The results of the calculations are attached
to this letter and summarized briefly below. These analyses were conducted in accordance with our
proposal; this letter and the attached calculations constitute the deliverable for Phase 2 of this work, in
accordance with our proposal.
The stability analyses conducted by Golder consist oftwo main series:
I . Existine Conditions: The first series of analysis considered the stability of the
two existing slopes (one above and another below the tank) with the objective of
developing the design soil strength parameters for the subsequent series of
analyses. The analyses assumed that the existing slopes above and below the
tank have safety factors of about I.4 and L0, respectively. The safety factor of
1.4 was selected for the slope above the tank because no indication ofa past
landslide was observed in this part ofthe slope; the safety factor of 1.4 was also
selected to satis$ our desip criterion that the stability ofthe slope after the
installation ofthe tieback system will be comparable to the existing conditions.
The safety factor of 1.0 was selected for the slope below the tank to reflect the
possible existence oflandslide tenain in this area. Coincidentally, the soil
strengths calculated from these two cases were in close agreement.
2. Proposed Constructed Conditions: Using the soil strength parameters calculated
from the first step above, the second series of analyses considered several
operating scenarios (such as tank emptying) and different groundwater table
locations. The objective ofthis series of analyses was to evaluate the range of
tieback forces needed to maintain acceptable safety factors under the different
conditions considered in the analyses. The results ofthe analyses indicated that a
tieback wall with a moderate tieback force is feasible.
Based on the attached calculatioq Golder has the following recommendations for this project:
I OFFICES ACROSS AFRICA, ASIA, AUSTRATIA, EUROPE, NORTH AAAERICA AND SOUTH ATIERICA
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Eagle River Water and Sanitation District
Mr. Ron Siebert -2-
April 20, 2005
053-2372t
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l General: We recommend a permanent tieback systern for the excavation shoring
wall to provide acceptable factors of safeqr for the excavation as well as the
global stability of the hillside above the excavation under different operating
scenarios (such as tank emptying or removal of the fill butfess in front of the
tank) and variable groundwater table.
2. Equivalent Support Pressure: The permanent tieback system should be designed
and installed such that the sum of the working tensions of the tiebacks would
provide an equivalent support pressure of 2. I ksf or greater (in a direction
perpendicular to the wall face) over the entire face ofthe wall.
3. Free Lensth: Free stress (unbonded) lengths ofthe anchors would tikely vary
from l0 to 30 feet, depending on the location of the tieback anchors.
4. Temporary Stabilitv: Higher working tensions may be needed for temporary
shoring stability during construction; the contractor will be responsible for
detemrining the required anchor tensions for temporary stability.
5. Number of Runs: A minimum of two horizontal rows of tiebacks is needed for
walls with finished heights of 15 feet or greater. For walls with finished heights
of less than 15 feet, the contractor may elect to install a single row of tiebacks
provided the requirements of minimum support pressure (Section 2) and
maximum spacing (Section 6) are also satisfied.
6. Tieback Soacines: The horizontal spacing between adjoining tiebacks shall not
exceed eight feet. The vertical distance between successive rows oftiebacks
shall not exceed 12 feet. Tiebacks on successive rows may be staggered.
7. Tieback lnclinations: Tiebacks shall be inclined at an angle ofno less than 15
degrees from the horizontal.
8. Desien Life and Conosion Protection: Tiebacks shall be designed for full
corrosion protection over the 50-year design life of the talk; the corrosion
protection measures shall be consistent with the soil, rock and groundwater
conditions encountered at the site.
9. Applicable Guidelines: Permanent ground anchors should be desigrcd,
constructed and tested in accordanc e :drth Ground Anchors and Anchor Systems,
published by the Federal Highway Administration (FHWA-IF-99-015) in June
1999.
10. Construction Dewatering: Temporary construction dewatering should be
provided to keep groundwater levels at least two feet below the bottom ofthe
excavation at all times. A separate bid item (or items) should be provided for
dewatering.
11. Wall Drainage: Perrnanent drainage should also be provided, and desiped
conservatively to keep the permanent groundwater level at or below the base of
the tank. To accomplish this with reasonable conservatisnr, we recommend that
the annular space between the tank wall and the shoring will be designed as a
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Golder Assoclates
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Eagle River Water and Sanitation District
Mr. Ron Siebert
April20,2005
053-2372
large perimeter drain constructed of free-draining granular material and
adequately sized perforated pipe sloped to a suitable outfatl(s). Since it appears
likely that this drain system will carry flow for the entire year, a graded aggregate
filter (instead of a geotextile filted is recommended for the margins of the drain
directly in contact with native soils.
12. Contact Adminishation: We recommend prequaliffing specialty contractors
for the tieback and shoring wall installation. We also recommend that the
bidders submit with their bid conceptual or schematic plans that include typical
sections, type and capacity of the tieback anchor proposed" and the general layout
of the tieback systerq in accordance with technical specifications that Golder will
develop under Phase 3 ofthis work assignment.
ln accordance with our prciposal, Golder is currently developing a technical specification for the
shoring walls, including the permanent tiebacks, addressing recommendations I tbrough 9, and 12,
above. Additional geotechnical parameters that the contractors need to design the shoring will be
provided in these specifications.
In accordance with recommendations previously provided to you, we recommend that a site visit be
scheduled as soon as practical after substantial snowmelt occurs to evaluate the possible existence of
landslide terrain at or in the vicinity of this site.
Thank you for the opportunity to work on this assignment. This deliverable has been prepared to be
consistent with the standard of care exercised by other members of our profession, working at this
time and in this area, under similar constraints of schedule, budget, site access, and geotechnical
uncertainty. No other warranty is expressed or implied.
Please call if you have questions concerning the attached calculations or the recommendations
provided in this letter.
Sincerely,
GOLDER ASSOCIATES INC.
IA]YUb,*t-
{er- Kuantsai Lee, P.E.
Principal
Attachments
Gary Brooks, Alpine Engineering
Bob Bates, Bates Engineering
JO&g
IVIJU372$100VX3.23?2 ERWSD Cilc Rlla h 20APR05 .doc
Golder Assoclates
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Golder Assoclqles Inc,
'14 Union Bouievord. Suite 300
Lokewccd CC USA 80228
lelephone (303) ?80-0540
Fcr (303) ?85-2080
March 18,2005 053-2372
Eagle River Water and Sanitation District
846 Forest Road
Vail, Colorado 81657
Attn: Mr. Ron Siebert
RE: CONSULTATION A}ID PRDLIMINARY OPINIONS REGARDING SHORING AI\ID
SLOPE STABILITY, INTERIVIOUNTAIN TANK SITE, VAIL, COLORADO
Dear Mr. Siebert:
This letter is provided as a record of preliminary recommendations and opinions provided by Golder
Associates Inc. (Golder) to the Eagle River Water and Sanitation District (The DistricQ regarding
shoring and slope stability issues for the lntemrountain Ta* site in Vail. This letter is fumished in
accordance witb our proposal dated February 9,2005, and is intended as a necord of discussions and
recommendations by the undersigned beginning on that date through the present. ln specific, this
lett€r represents the Phase I deliverable in accordance with our proposal. In providing this letter, we
have reviewed sevenl itens provided to us either by the District or Alpine Engineering. They
include:
l. A preliminary grading plan for the tank site by Alpine Engineering, dated
U25/O5,
2. Tank cross sections, by Alpine Engineering, dated2/ll/05, and
3. A geotechnical report for the subject site, by HP Geotech, dat€d May 30, 2001.
Golder was originally contacted regarding design ofa soil nail wall for shoring of the cut for the tank.
Based on the geomeb,-y as shown on Alpine's plans, and the ground conditions indicated in HP's
report, we do not recommend an owner fiunished soil nail design for temporary or pennanent ground
support at this site. The apparent high groundwater on this sloping site, and granular nature of the
materials encountered may be problematic for the successful installation and performance of a soil
nail wall. Furthemrore, in situations like this, a soil nail wall may not function well as a pennanent
retaining wall system, thus firther limiting its benefit to the project. For ground conditions such as
these, we recommend you consider pre-qualiffing specialty contractors and requiring them to select a
ground support method employing tie-back anchors, and provide designs for review by our finn or
one similarly qualifred.
Two borings were performed within the tank foundation ar€a, as reported by FIP. They support
interpretation ofa geotechnical cross section of the hillside within the tank area. Critical questions
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I OFfICFS IN AUSTI?ALiA, CANADA G€AMANY. HUNGARY I]ATY SUJTDEN LII.{ ED (II.]GDL]M UNITED SIAi€S
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Eagle River Water and Sanitation District
Mr. Ron Siebert a
March 18,2005
053-2372
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remain regarding geotechnical conditions in the hillside above, and potentially below, the shoring
wall or tank location. Material properties, and especially groundwater levels, in this hillside are
needed to support the design of the shoring. In the absence of a boring uphill of the tank location, the
material properties and groundwater level outside of the tank area must be extrapolated
conservatively. Additional data to support dewatering design (zuch as puroping rates from a pump
test) ar€ also needed but currently unavailable. We understand that given seasonal limitations on
geotechnical investigation at tlis site, you would like us to proceed in this conservative manner
(without the benefit of additional investigation), with the understanding that higher geotechnical risk
is inherent in this approach, and that higher bid prices for the shoring and dewatering may be the
result.
Geologic hazard mapping @obinson, 1975) on file in our offrce indicates that this site is located
within a large mapped slope failure complex. However, we understand that the Town of Vail's
hazard map does not indicate geologic h^zards for this site. FIP's report does not address this issue.
As we have discussed, a geologic reconnaissance of the site by a qualified engineering geologist is
advisable, althougb this work is probably of little value until substantial snowmelt occurs. Golder is
prepared to conduct this reconnaissance when suitable weather conditions develop. You should
understand that landslide iszues may impact our analyses and the approach to shoring and/or slope
stabilization, and may lead to concern over the stability of the slope in front of the tank.
As outlined in our proposal, we are proceeding with slope stability modeling for the cut into th€
hillside at the t"nk site, At issue is that it may be prudent for the shoring system to provide permanent
stope stabitization of the completed construction for the hillside above the tanh since the construction
will result in removal of a sizeable amount of eartl from tbe toe area of this slope. We will report the
results ofthe analyses under separate cover.
Please call if you have questions regarding this work.
Sincerely,
GOLDERASSOCIATES INC.
Francis E. Harison, P.E.
Associate
cc: Alpine Engineering
FElllkag
r$5v3zz$r00053.2372 ERursD pR.ELrM coNslrr.r LErrERmrmcGoldgr Assoclatgs
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Golder Assoclol6 Inc.
.14 Unron goulevord. Surle 300
Lokewood. CO USA 80228
Ierepfrone (303) 980.0540
Ft':x (303) 985.?080
February 9,2005 Our Ref: P05-2038
Eagle River Water and Sanitation District
846 Forest Road
Vail, Colorado 81657
Attention: Mr. Ron Siebert
RE: PROPOSAL FOR RETAINING WALL CONSULTATION AI\D AI\ALYSES,
INTERMOUNTAIN WATER TANK VAIL, COLORADO
Dear Ron:
Golder Associates Inc. (Golder) is pleased to submit this proposal to provide consultation and
analyses regarding retaining walls, shoring, and slope stability issues at the above-referenced site.
We have been provided with the following inforrnation: (1) a plan view which contains existing site
topography illustrating the tentative tank location; and (2) a geotechnical report prepared by
Hepworth-Pawlak Geotech (IIP Geotech) dated May 30, 2001. We understand however, that the
water tank location and elevations are not finalized. Depending on final location and elevation of the
tank, a cut ofperhaps 30 feet or more may be required on the southeast edge ofthe tank-
HP Geotech's report describes ground conditions that appear to be challenging in terms of slope
stability and/or design of retaining walls and temporary shoring. Groundwater appfflrs to be near the
surface in both of the borings, as measured by HP Geotech in May 2001. Soils are described as sand
and gravel, clayey to very clayey, with cobbles, and moist to wet. No bedrock appears to have been
encountered.
The terrain immediately above the tank to the soutleast slopes toward the tank at about 2H:lV
(horizontal:vertical). It appears that the cut in question will be made well below the apparent
groundwater level, and into this rather steep hillside. Therefore, issues are likely to exist on the
project for long and short term slope stability, long and short term dewatering, temporary shoring, and
permanent retaining walls. As we (Golder) have discussed with you and representatives of Alpine
Engineering, it may be prudent to direct contractors bidding on this work to propose solutions to these
issues.
With this in mind we propose that our immediate scope consist of the following items:
r Phase I - Engineering Consultation
r Phase 2 - Slope Stability Analysis and Conceptual WalVShoring Design
r Phase 3 - Confract Document Support
Subsequent phases, such as bidding phase support or construction phase services may be added later,
at your discretion. Fotlowing is a brief outline of scope of work, level of effort, and projected fees for
each of these three initial phases. In your review of this proposal, please keep in mind that outcomes
OFFICES IN AUSIRALIA, CANADA, GERfu1ANY. HUNGARY ]TALY SWEDEN, UN TD KINGDOI,4 UNIITD STATES
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Eagle River Water and Sanitation District
Mr. Ron Siebert
February 9,2005
P0s-2038
or findings of an early phase could alter the projected scope or fee of a later phase. However, we will
keep you apprised of developments that would have such irrpact.
Phase I - Ensineerins Consultation
The need for this service appears to be imminent. We understand that discussions are currently
underway regarding the tank siting, depth of fill, depth of cut, and layout of permanent walls or cut
slopes above the tank location. '"Trade-offs" exist regarding these issues, and we are being asked for
professional opinions regarding these decisions, This phase is intended to address these needs, and
may result in clearer scope definition for subsequent phases. We assume that we will participate in
several conference calls, and that at least one meeting will be required.
For this proposal, we assume that services under this phase will require up to 16 hours ofprofessional
time, at either Senior Engineer or Associate Level, with deliverables to be provided in letter form.
lncluding an allowance for fiavel expenses and other reimbursable items, we recommend a budget of
$2500 for this phase.
Phase 2 - Slope Stabililv Analvsis and Conceptual Wall/Shorins Desiqn
As an aid in decision making for this project, we propose to perfomr a global slope stability analysis
of the tank site. The full scope of this analysis will be developed during Phase l, but we expect it to
consider the following variables or cases:
. Up to two permanent retaining wall geometries or types;
o Up to two groundwater cases (spring higb water and baseline);
. Up to two dewatering/drainage scenarios (short and long term); and
r A firll and empty rat k condition.
These variables potentially result in up to 16 "cases" to be analyzed, although not all may be
necessary. However, checking various tank locations and elevations would add considerably to the
scope. Based on no more than 16 cases, we have budgeted based on 40 hours of Project Engineer
effort and 8 hotrs for a Senior Engineer or Associate. The deliverable for this phase is expected to be
a letter report. Including allowances for reimbursable items, we recommend a budget of $5,000 for
this phase.
Phase 3 - Contract Document Support
Based on the outcome of Phases 7 and2, we propose to support your civil engineer in preparation of
contract documents related to shoring, permanent retaining walls, and dewatering. This will include
preparation oftecbnical specification items including quantities and basis of payment.
For this effort, we have assumed up to 24 hours by a Project Engineer, 4 hours by an Associate, and
related expenses. The deliverable will be technical specifications for up to 4 items. We recomnend
you budget $3000 for this service.
i:VmpAx}'u038-coglaivcrl05-268f rq.&c Golder Assoclates
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Eagle River Water and Sanitation Distriot
Mr. Ron Siebert
February 9,2005
P05-2038
Terms
Golder's standard tenns and conditions are proposed for this work, and attached to this proposal. If
you find this proposal to be acceptable, please indicate so by siening 6s1e\ /. Thenk you for the
oppodunity to propose on this project Please call if you have any questioili.
Sincerely,
GOLDERASSOCIATES INC.
) .l tI^,1,-t 1-+tny'a&-T--'t I
Ki;fu oW*. Morrison, P.E., P.c.
Sdnior Engineer
ACCEPTED BY EAGLE RIVER WATER AND SANITATION DISTRICT:
Sipature Date
i:Fop:05uo3t-c.gt.riv?dp05-2038Dmpdoc Golder Assoclates
APPENDIX B
SITE PHOTOGRAPHS
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Photo I : Looking uphill (in a southeasterly direction) at the base of the vehicular access loop -
15'July 2005.
07107105 Golder Associates
J:rO5JOBStr53-2372 ERWsl}oms PHASESITEPHOIOS',PHOTOS 0J32372.DOC
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Photo 3: Looking towards the existing tank (in a southwestcrly direction) at the basc of the
vehicular access loop - l5* July 2005.
07 t07 t05 Golder Associates
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Photo 4: Looking towards the top of the vehicular acccss loop (in an casterly direction) ncar the
solar communication arrav l5' Julv 2005.
I \o-rtoBS\)51 2172 IRWSD\0005 PtrASfSl lFil'llOI ()S\PtlO I.()S 05]2.172.1)(X'
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Photo 9: Looking towards the existing tank (in a southwesterly direction) near boring IM-3 -
l6e July 2005.
07n7n5 Golder Associates
J:U5JOBS$53-2172 ERWSf, 400fi t PIIASE\SITEPHOmS\PHOmS 0512372.DOC
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APPENDIX C
BORING LOCATION PLAI\I
AND
RECORD OF BOREHOLE SI{f,ETS
I December 2005 Golder Associates 053-2372
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-.-.
\
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EXISTING
WATER
TANK
SOURCE:
BASE MAP PROVIDED BY
ALPINE ENGINEERING INC.
8160
..'..'.
"O.'-
BORING LOCATION PLAN
TNTERMOUNTAIN TANK SlrE, VAIL, .r%8[t??
Denver, Colorodo
PRO,,I'CT No O5.1 2J72 CAOD SB DAIL Ol /1't/D5 Flll No O5.t2 J/I'AOOC dw.
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RECORD OF BOREHOLE lM-1 sHEErl or 7
PROJECT: Interrnountain Tank Site DRILLING METHOD: Solid Stem Auge. DATUM: ELEVATION: 8143
PROJECT NUMBER: 0532372 DRILLING DATE: 6/15/2005 AZIMUTH: N/A INCLIMTION: -90
PENETRATION RESISTANCE
BLOWS / flI
I^
Es
Slart dfilling wilh 6'solid
st€m aug€r on 0152005
@8:35 am
@ 3'- 4'auger Onnding
int6rmittsnt 9dnding of
aug€rs
aug€r gdnding is
inc{€asing wjth d€pth
Slitr, daft y€llowlsh b|o,vn (1oYR, 4/4),
sendy CLAY with litf€ gravelwith
inteda!€rs ol dayey SANo (approxirEt€ly
3' lhick) wth [ttl6 g|av€l ICL(SC)I. sand is
tnoGtly llne vrith hac6 ol mediurn lo co€rs€
sand, li{{e sil! some 6and
SCALE: 1 in = 1.9 fr
DRILLING CONTRACTOR: D.A. Smith Drilling
DRILLER: Roger/MaddMike
LOGGED; Ana Vargo
CHECKED: Andy Dodds
DATE:
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RECORD OF BOREHOLE IM-1
PROJECTI Intermountain Tank Site DRILLING METHOD: Solid Slem Augor DATUM:
PROJECT NUMBER: 05$2372 DRILLING DATE: 6/15/2005 AZIMUTH: N/A
SHEET 2 o' 7
ELEVATION:8143
INCLINATION: -90
LOCATION: Center ol Tenk DRILL RIG: DsOT COORDINATES: N: E:
o-
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SOIL PROFILE SAI'PLES PENETRATION RESISTANCE
BLOWS / f,l
10 20 30 40
REMARKS
OESCRIPTION (J
l <Y
ELEV-t
UI
d)
fz
BLOWS
p€f 6 in
140 lb haftm€r
30 inch droo
N
F
o WATER CONTENT {PERCENT)
w, F-----€E--l wD€PTH
(fi)
-25
-30
g
E
E
15.1 - 14.0
LoG€, de* gr€y (2.5Y, 41 ) claysy SAND
rvih so.rE glev€l (SC), sand is mootly fn€
with lr€co ol modium lo coarso sand,
gravel consisla of fnelrained w€ll-sorl€d
sandston€, trac€ ot mica flakas
@ 18 Assumed conlact
SC
15.1
3135.0
18.0
4120 0
3 3-35 1.6
1.5 I
I
@l7lo 18'cuttings
showed clango in color
lo very dad( greY
=
x1-
inc.aased resistance to
ddlling
@ 27'aug€rs grinding
18.0 - 23.0
Stf (blor counb) to inn (fi61d l€st), v€ry
daft grEy (7.5YR 3/1), sandy CLAY with
little gravel (CL), v€ry moiit
MC 3-4-5 1.5
23.O - 32.O
Compact, dar* y€llowbh bro$r (1oYR,
rV4), sandy GRAVEL wih litte day (GP),
gravel b fiosly fnelraan€d sandstone,
t|ace of muacovite, u/€t
:x"r
bo,x\
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'oO
'9(
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'oO)Y\
'aO,Oc
bbrO(
'oD
23.0
F
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=
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5 '14-9-12 0.c
1.5
SCALE: 1 in = 1.9 ft
DRILLING CONTMCTOR: D.A. Smih Drilling
DRILLER: Roger/MarklMike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:
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RECORD OF BOREHOLE lM-1 sHEEr3or 7
PROJECTT Intermountain Tank Sile DRILLING METHOD: Solid Stem Auger DATUM: ELEVATION: 8143
PROJECT NUMBER: 05$2372 DRILLING DATE: 6/ 15/2005 AZIMUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
BLOWS / trl
I-
30
@31.5'augErs grinding
Inspeclon of auger
llighls indicai€s
incr€ased clay conlent
@40.6'- 41' Atlerberg
Limits, g€dallon lasts
Co.npact, da* yelbwish brown (1oYR.
4/4). sandy GRAVEL wilh htle clay{GP),
grav€l as mostly linegraln€d sandstong,
trac€ of muscovite, wet fcor?lhuod)
Compacr, bror,,/n ( loYR, 4/3), clayey
GRAVEL wilh some sand (GC), g.avelis a
lin€-grarn€d quartz and fsldsp€r
@ 3a.25 Assumed contact
Very d€nse, dart yellowish brown (1oYR,
4/4), clayey SANo (SC)
@41' lo,.Y plaslrcily f nes
Dens€, darkyollorvish bror^n (1oYR, 4/4),
day6y SANo and gravelwilh idenayers of
clayey GRAVEL SC(GC), lh€ sand is
mctly fine with Face of rn€dtum to @ars6,
lhe gravel is fine lo coars€.
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smih Drillino
DRILLER: Roger/Mark/Mike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:esm*
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RECORD OF BOREHOLE lM-1 sHEEr4or 7
PROJECT: Inte.mountain Tank Site DRILLING METHOD: Solid Stem Auger DATUM: ELEVATION: 8'143
PROJECT NUiTBER: 053-2372 DRILLING DATE: 6/15/2005 AZII,UTH: N/A
PENETRATION RESISTANCE
BLOWS / n I
@ 48' silty/sandy CLAY
with litll€ !o some gravel
notso or augerc
sampls requrred bagging
@50 - 60' split brass
lin6r, aug€rgnnding
@55 - 81'aug€rgnnding
inlemitlont, g€ne.ally
encoonler€d svery toot
Oense, dark yellowish brown (1oYR,4/4),
dayey SAND and grdv€l wrh interlaye.s of
daysy GRAVEL SC(GC), the sand E
mosty llne wth lrac€ ol msdium lo coars€,
the gravef is rine 10 coarse. (Continuad)
V6ry dsns6, brown (10YR,4/3). clay€y
SqND with litlle gravel (SC), sand is
medrum grained with a tlBcs of fine and
coarsegrained, w€t
@ 56 Assum€d conlact (probablyqanrtiqBD----
56.0 - 66.0
Compacl, da* ye lowish brown (1oYR,
4/4). clayey S.qNO with linle to sorn6 gravel
(SC). moist to vory moast
14-1116
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smith Drillino
DRILLER: Roger/MaruMike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:fu*
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RECORD OF BOREHOLE lM-1 sHEErsor 7
PROJECT: Intermountain Tank Sate DRILLING METHOD: Solid Stem Auge. DATUM: ELEVATION: 8143
PROJECT NUMBER: 0532372 DRILLING DATE: 6/15/2005 AZIMUTH: N/A INCLINATION: -90
LOCATIoN: Cenler of Tank DRILL RIG: D50T COORDINATES: N: E:
oo-h
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SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLOWS / fl !
10 20 30 a0
REMARKS
OESCRIPTION
l
I*o<Yt-o
ELEV.(.
lz
-BLOWSp€.6n
140lb hamm€f
30 indr droD
N
l-
o|r]tl
WATER CONTEMT (PERCENT)
w,+w,DEPTH
(fl)
-65
-70
-75
E
P
Compact, dark yello/rish brovrn (10YR,
4/4), clayGy SANO with litt€ lo som6 gravel
(SC), moistlo very moisl (Contnued)
@ 66 Assumed conlacl (probably
\slalrlsnau----
66 0 - 81.3
V€ry denss, b.o/n (10YR,4|3),
wsll{radgd SAND wrth so.ne gravel and
litle clay (SW-SC), slightly rnoisl to moisl
sc
%
%'.:lW
|w,"u.%...YJ
:::W
,,iW
:.:iW
.'.jrl.'.rt.'.141.',|/.2
l:W
,tw
l::fd
.'.11,4
,iW
:i:W
:::V
iiW
i:i%,
:,:W
.:-w
j027.0
66.0
11 7-9-t 3 22 1S
1.5 I
>>l
@7(} - 71.5 gradalron
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SS 1$39-2e L1
1.5
SCALE: 1 in -- 1.9 ft
DRILLING CONTRACTOR:
DRILLER: Rooer/MarkiMike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:
D.A- Smith Drilling
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RECORD OF BOREHOLE lM-1 sHEEroor T
PROJECT: Intermountain Tank Site ORILLING METHOD: Solid Stem Auger DATUM: ELEVATION:8143
PROJECT NUMBER: 053-2372 ORILLING DAIE: 6/1t2005 AZIMUTH: N/A INCLINATION: -90
LOCATION: CenterotTank DRILL RIG: D50T COORDINATES: N: E:
H3
oI
(9zdo
SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLOWS / frl
10 20 30 ,lO
REMARKS
DESCRIPTION
9
<Ye-
ELEV.E
=)z F
BLOWS
p€r 6 in
'1,10 lb hamrn€r
N
E
a
e
WATER CONTENT {PERCENT)
w,t-#---.-----..-rw,OEPTH
(fr)
-80
-85
-90
&
Eg
E
66.0 - 81.3
V€ry dds€. b.of,m (10YR,4B),
w€ll-grded SANO with sdn€ gravel and
litleclay (SW-SC), slightly mcisi to md6t
lCoolnued)
8061.8 @81' lhe bl starlod lo
chatr6r
13 16-37-20 >50 015
1.5
41.3 - 96.0
Highly weshercd, un6haln€d, olive g.6y
(5Y, g2). w€ll-sorled. fneto medium
grained qErtz SANoSTONE, ,rsry v/eak
rock (not6: interiay€r of daFy SAND tvih
3ome grav€l @95.$95.7
61.3
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR:
DRILLER: Roger/MaruMike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:
D.A. Smith Drilling
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RECORD OF BOREHOLE lM-1 sHEErzor 7
PROJECT; Intermounlain Tank Site DRILLING ITETHOD: Solid StemAuger DATUM: ELEVATION:8'143
PROJECT NUMBER: 0592372 DRILLING DATE: 6/112005 AZIMI'JTH: N/A INCLINATION: -90
LOCATION: C.enlerofTank DRILL RIG: D50T COOROINATES: N: E:
90
100
- 105
:cF
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SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLows /ft1
t0 20 30 40
REMARKS
DESCRIPTION
f
c
<Y
o
ELEV,d
z
BLOWS
p€r 6 in
'140lb hammer
30 inch droo
N
F
Utr
WATER CONTENT (PERCENT)
w,r-______4=-rw
61) 30
DEPTH
(fl)
E
6
E
at.3 - 96.0
Highly weah6r€d, unstratiti€d. olive groy
{5Y, t2). w€ll-soded, fins to medium
grained quarlz SANDSTONE, very w6ak
roc* (note: ant€.iay€r o{ clayey SAND with
some gravel @95.5-95-7 (Corlrnued,
fiald drlatancyl€st
indical€s rn€drum to slowE9
6E
14 1&50 lor 6"50 for
6'015
1
I al 96 R.
SCALE: 'l in = 1 .9 ft
DRILLING CONTRACTOR:
DRILLER: Roger/Mark/Mike
LOGGED:
CHECKED:
DATE:
Ana Vargo
Andy DoddsD.A. Smith Drilling
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RECORD OF BOREHOLE lM-2 sHEErl or 4
PROJECT: Intermountain Tank Sile DRILLING METHOD: Hollow Slem Auger DATUM: ELEVATION| 8134
PROJECT NUMBER: 05$2372 DRILLING DATE: 6/16/2005 AZIMUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
alows / ft I
I^
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€)
a
G)
@ 11' au96. g.indrng
Compact, clark grayish brown (1oYR,4/3
to 4/2), homogen€ous. clayey SAND with
lrace of fin€ grawland occasional cobble
(SC), sand is msdi']m to c.a.s€, moastlo
v€rv morsl. broken sandstone cobbls notsd
in sDlitsooon semol€.at 15.7'to 15.9'
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smith Drillino
DRILLER: Roger/MarUMike
LOGGED: Andy Dodds
CHECKED: Andy Dodds
DATE:deffi*
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RECORD OF BOREHOLE lM-3 sHEEr2or 3
PROJECT: lntermountain Tank Site DRILLING METHOD: Hollow Stem Alger DATUM: ELEVATION: -8147
PROJECT NUMBER: 053-2372 DRILLING DATE: 6/'16/2005 MIMUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
BLOWS / fl!
FE
@20.Y - 2l Hydrornet€r
21 - 21.5 Atlerb€|g
@28'augerc gdnd ng
Compact, darky6llonlsh bro,vn (10YR, 4/3
to 4/4) clay€y SAND with som€ gravel
(SC), sand is medium and coarse, moist
@21 - 21.t loYr plaslirty frnes
@ 23'Assum€d gradational contactz3.ri:iao--------
Compact, brown (1oYR,4,3), medium to
coars€ SAND w/ litus clay (SP-SC)and
occ€sional gravel with s€nd (GP), very
mclst
@ 28' Agsrjm€d gradational contactz-d.o-sEd--------
Comp€cl. ds* yellow browi (1oYR, 46),
m€dium lo c@rs6, day6y SANO
'Nilh
trac€
of fin€ grav€l(SC), v€rymoist towet
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smith Drillino
DRILLER: Rooer/MarUMike
LOGGED:
CHECKED:
DATE:fu*
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RECORD OF BOREHOLE lM-3 sHEEr3or 3
PROJECI: Intermountain Tank Sile DRILLING METHOD: Hollow Stem Auget DATUM: ELEVATION: -8147
PROJECT NU[4BER: 053-2372 DRILLING DATE: 6/16/2005 AZ||\.4UTH: N/A INCLINATION: -90
LOCATION: 53'N45EoflM-1 DRILLRIG: DSOT COORDINATES: N: E:
I^
6.9o-
30
35
40
-45
oo!
oz(ro
SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLOWS /ftI
t0 20 30 40
REMARKS
DESCRIPTION (-)
!2
<Yd-o
ELEV d.
)z
BLOWS
per 6 in
140Ib hammer
30 inch droo
N
F
e
WAIER CONTENT (PERCENT)
w,l-_______.gwmao
OEPTH
(fl)
E
a
E
T.
24.0 - 35.0
Compact, dark yello browi (1oYR, a/6),
medium to co€rse, dayey SAND with trace
of fin€ grdvel(SC), very moisl lo wet
(Continued)
sc
6 MC G8-10 18 ]1
1.5 I
@35' bouncing ofsplit
spoon sampler nolsd
| 35-O - 35.1@
Sonng complel€d al35-1 fl.
35.0 15 pe s
SCALE: I in = 1.9 ft
DRILLING CONTRACTOR:
DRILLER: Roger/MarUMike
LOGGED: Andy Dodds
CHECKED: Andy Dodds
DATE:
D.A. Smith Drilling
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RECORD OF BOREHOLE lM-4 sHEEr 1or 4
PROJECT: Intermountain Tank Site DRILLING METHOO: Hollow Stem Auger DATUM: ELEVATION: -8't46
PROJECT NUMBER: 05$2372 DRILLING DATE| 6/1712005 AZIMUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
ELOWS /n!
I^
Slart dilling at 8:35 am
on 611712005
E
@
@ 5'- 5.5'augorgnnding
@5.5 and b€iow
intennitt€nt g.inding of
aug6G al approxrmately
cig
5i
;E
ST
sc!:
d€
Black (sYR,2.5/1), srlty CLAY wilh lit e
sand, organics, roots (CL) ffopsoU
2.O - 10.2
Stitf. dark yello\rish brown (10YR. 4/4) with
interlaysls oflght brctivnish gr€y {2.5Y,
6/2). sandy CLAY witr occ.sional cobbles
and interlayors of dayey SAND CL(SC)
wrth litue gravel, sand is mostly fine wth
littl€ coarss, gravslLs mctly fin6, moist
Compact, da y€lktwash brown (10YR,
4/4), clayeySAND $/ith linl6 giavgl (SC)
wilh clay6y gravel (GC) noted at 1O, moist
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smith Drillino
DRILLER: Roger/MarldMike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:esm*
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RECORD OF BOREHOLE lM-4 sHEEr2or 4
PROJECT: Intermountain Tank Site DRILLING METHOD: Hollo, Stem Auger DATUM: ELEVATION: -8146
PROJECT NUMBER: 053-2372 DRILLING DATE: d17l2005 MIMUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
BLOWS / fll
saturat6d
installing piezo.neter,
sevsra bags of sand had
lo be added at 15 , and
flo\i\/rng wat€r cleady
audible.
@18 augor gnflding
inlennitt€nt grinding ol
auge6 al spproxrmately
@21 samplff s moist
@25 sampler rs w€t
Compacl, dark yello\tish brown (1oYR,
4/4). claysy SAND with latl e gravel(SC)
vilh clay€y gravol (GC) not6d at l0', morsl
Compact, dalk yellowlsh brovrn (1oYR,
4/4), unslratifi€d. clayey GMVEL and
sand (GC), wet, with lighl olive brown
(2.5Y, v3) oroliv€sr3y (5Y, sl2)cobbles
offine to rn€drum g€in6d quarlz
sandslone @20.5'& 21'
@28' Ass!m€d gradiational cofi tad
zad:a5.s ----
Dense, dark yellowish bmwi (10 YR 4/4).
cleyey SAND and gravel (SC), Intedayered
wilh clay€y GRAVEL and sand (GC), sand
is fn€ to coars€ (mosllyin6). grav€l is lin€
SCALE: I in = 1.9 ft
DRILLING CONTMCTOR: D.A. Smith Drilling
DRILLER: Roger/MarUMik6
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:6sH*
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RECORD OF BOREHOLE lM-4 sHEEr3or 4
PROJECT: Intermountain Tank Site DRILLING METHOD: Hollow Stem Auger DATUM: ELEVATION: -8146
PROJECT NUMBER: 053-2372 DRILLING DATE: 6/1712005 Azl[rUTH: N/A INCLINATION: -90
PENETRATION RESISTANCE
aLows / ftI
3=
saturat€d wilh v6ry claan
@35 samplsr is mo'sl
@41'- 41.5'gradalion
t6sl
Oense, datk yello\Nish brown (10 YR,4/4).
clay€y SANO and grav€l {SC), nteiayor€d
wilh clayey GMVEL and sand (GC), sandwilh clayey GMVEL and sand (GC), sand
is fin€ to coarse (mosllyline), gravel s ine
lo coa.se, w6t /Cmlinued)
Sliff to v€ry stiff, da yellowish bmwn
(1oYR, 4/4), sandy CLAY with lirue gravsl
(CL), sand is fne lo coars6, grav€l b
coarso and consists of fins-grainsd.
well-sorl€d sandstono, moisl
Compact, &rk yelbwish brown (1oYR,
4/4) lo bro$n (7.sYR,4/3), clayeySAND
with lit0e gravsl(SC) wilh intsdaya|s of
more gravel, and int€dayorc of sandy
CLAY (CL), sand is mostly line with Little
m€dium to coarse. morsl
SCALE: 1 in = 1.9 ft
DRILLING CONTRACTOR: D.A. Smith Drillino
DRILLER: Roger/Marli/Mike
LOGGED: Ana Vargo
CHECKED: Andy Dodds
DATE:€sH*
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RECORD OF BOREHOLE lM-4 sHEEr4or 4
PROJECT: Interrnountiain Tank Site DRILLING METHOD: Holb\,v Stem Auger DATUM: ELEVATION: -8146
PROJECT NUMBER: 053-2372 DRILLING DATE: d17l2005 AZIMUTH: NiA INCLINATION: -90
LOCATION: 50'S65Wol lM-1 DRILLRIG: D50T COORDINATES: N: E:
-^
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SOIL PROFILE SAMPLES PENETRATION RESISTANCE
BLOWS / fl I
10 20 30 a0
REMARKS
DESCRIPTION
l
9
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(,
@
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BLOWS
per 6 in
140lb ham.ner
30 rnch drop
N
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WATER CONTENT (PERCENT]
4r--_____&w,2n4)50&
DEPTH
(fl)
-55
-60
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SCALE: 1 in -- 1.9 ft
DRILLING CONTRACTOR:
DRILLER: Roger/MarldMike
LOGGED:
CHECKED:
DATE:
Ana Vargo
Andy DoddsD.A. Smith Drilling
December 2005
l'\05u372\0{000532372 FNL REPORT 02DEC05 DOC
APPENDIX D
TYPICAL DETAIL
OF
PIEZOMETER INSTALLATION
Golder Associates 0s3-2372
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GROUND
SURFACE
SLIP CAP FLUSH METAL CAP
PIPE WITH SLITS FOR VENTING
2'' NOMINAL SCH. 40 PVC
FLUSH THRFADED CASING
BENTONITE PELLET SEAL
FLUSH THREADED JOINT/GLUE
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FLUSH THREADED SCREEN
O.O1O INCH SLOTS
DEPTH BELOW GROUND
SURFACE VARIES
NOT TO SCALE
TYPICAL DETAIL OF
PIEZOM ETE R IN STALLATION
INTERMOUNTAIN TANK SITE, VAIL, COLORADO
FIGURE D.1
APPROX. 4''
coNcRrrE
SEAL
BORING BACKFILLED WITH SOIL
CUTTINGS TO BASE OF
PIEZOMETER
Denver, Colorodo
PROJECI No. O5J-2J72 CADD AMD DAI€ 07
APPENDIX E
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