HomeMy WebLinkAboutVAIL VILLAGE FILING 1 BLOCK 7 LOT 2 DESIGN DETAILS LEGAL\cU.[I"{Fr"$ \r,**.r rffz Wb}"J"
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DESIGN DETAILS, SPECIFICATIONS AND CALCULATIONS FOR THE
PERMANENT SOIL NAIL SHOTCRETE RETAINING WALLS AND MSE
RETAINING WALLS FOR THE DORRANCE AND MALONE RESIDENCE
DRIVEWAY IN VAIL, COLORADO
Prepared fon:
Resort Design Associates lntemational
1434 Spruce Street, Suite 110
Boulder, CO80302
Yenter Companies, Inc.
2030OWest Higtuey 72
Arvade, Coloredo gn07
Proposel No.200G179
Date: Jaruary 15,2001
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DESIGN DETAILSI, SPECIFICATIONS AND CALCULATIONS FOR THE PERMANENT
SOIL NAIL SHOTCRETE RETAINING WALLS AND MSE RETAINING WALLS FOR THE
DORRANCE AND MALONE RESIDENCE DRIVEWAY IN VAIL, COLORADO
Designed By:
Reviewed By:
Albort C. Rwkman, P.E.
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LIMITATIONS
OWNERSHIP OF DESIGN
The following information has been developed by Yenter Companies, Inc. Information
and data contained in this proposal- including alldesign and pricing information - is
proprietary and remains the property of Yenter Companies, Inc. The information and
data contained herein, including all design and pricing information: (r) is provided for the
exclusive use and review by Soliciting Parties; and (it) shall not be used by or distributed
by Soliciting Parties, their agents, employees, offtcers, directors, members and
managers to third parties without the prior written consent of Yenter Companies, Inc.
The information and data contained herein, and all reproductions of same which may be
generated as part of the design revisw and evaluation by Soficiting Parties, shall be
retumed to Yentrer Companies, Inc. in the event that Yenter Companies, Inc. is not
selected as the General Contrac{or to perform the work reflec{ed in the design
described in this proposal. Designs and assumptions within this docurnent are site and
system specific, and are valid for the soil nail and shotcrete retaining walls and MSE
retaining walls at the Donance and Malone Residence, Only.
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SCOPE OF WORK
This report provides design details, specifications and calculations for the soil nail and
shotcrete retaining walls and for the MSE retaining walls for the Dorrance and Malone
Residence in Vail, Colorado. The stabilization systems will be constructed to Yenter
Companies specifi cations.
Layout of the retaining walls will be according to plans developed by the Civil Engineer.
This document contains structural design calculations and approximate cross sections,
developed from preliminary site grading and rock art plans.
The soil nail and shotcrete retaining walls will be constructed as indicated in the Civil
plans. The walfs will be a maximum of 21 feet high, in one to three tenaces. Soil nails
will first be installed at the length, orientation and locations indicated in the plans. The
soil nails will consist of self drilling, injection grouting Gon-Tech Systems LTD. TITAN
bars or drilled and grcuted Grade 75 No. 10 DYWIDAG bars. The stabilized lift will then
be covered with wire mesh and will be shotcreted, as indicated in the plans. Excavation
and stabilization willcontinue in 4 foot lifts. Yenter Engineers reserve the right to direct
excavation activities by CIhers. Tno main cut configurations are possible, and are
addressed in this document. In the first scenario, three tenaces will be stabilized.
CIhers will attach 'mck art' to the stabilized cut faces. ln the second scenario, one near
vertical cut will be stabilized. Mechanically Stabilized Earth, MSE, walls will then be
onstruc'ted to the desired geometry. Others will attrach'rock arf to the block faced
MSE walls.
MSE, rock-faced, retaining walls will be construc.ted belor the driveway in the vicinity of
the garage. The walls will be constructed by dry stracking rocks and placing
geosynthetic fabric and compacted fill behind the rock facing. The rock walls may be
construc'ted in one six foot high tier, or in two tiers, each having a maximum height of six
feet.
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SOIL NAIL AND SHOTCRETE
I Detailed Construction Seouence
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Seguence will be similar to the FHWA publication number FHWA-SH-93-068, page 1.
I Step 1. Excavate bench in cut slope to be stabitized
I Step 2. Dritl hole for anchor.
I Step 3. Place grout in hole.
I Step 4. Place anchor in hole.
I Step 5. Place geo-composite drain strips vertically on l0-foot centers
I Step 6. Place reinforcement mesh on cut slope.
t Step 7. Place plates and nuts on anchor.
I Step 8. Appfy shotcrete.
I In the event that Con-Tech Titan anchors are installed, steps two through four will be
I completed concunently.
I
I Proooeed Method of Excavation of Soilet
Each section to be shored shall be excavated to no more than 4 vertical bet without
I sbbilization. After each bench is stabilized, the next section may be excavated. The
t height of the excavation may be attered by a Yenter Companies, Inc. Engineer.
Proooeed Drill illethods and Eouioment
t Drilling will be accomplished using a self-contained Furukawa Hydraulic Track Drill(s) or
I a casing rig by either Soil-tttlec or H0tte & Co. Hole diameterwill be three and a half
inches (3-% in.) minimum and will b€ drilled at an inclination of 15 degrces dorn fiom
r horizontal unless specified by the Engineer.
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MATERIALS
I Grout Mix Desion
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Grout is to be Type lll Portland Cement mixed with water to a flomble consistency, with
I water to cement ratio of approximately 0.6. Compressive o.rbe strength will be in excess
I of400O pounds per square inch.
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I Fabric Drain
I
The fabric drains consist of 12-irrch wide JDR Drainage Composites SD-12, or equivalent.
I Supplier will be Vance Bros., Inc., Aurora, Colorado, or equivalent.
t Gentralizerc
I Centralizers will be nononosive PVC 1' class 200 and is purchased from C&M
Manufaciuring, Santee, Califomia, or equivalent.t
Soil Nails
r The Number 10 threadbar is from DYWIDAG-Systems Intemational. The nut is a Grade
I 75, Number 10, cast hex nut. DWVIDAG-Systems Intemational, Long Beach Calibmia
_ will supply the threadbar and nut.
I Aftemately, CON-TECH Systems LTD. self grouting 40/20 anchors may be utitized.
r Bearina Plate
I The plate is an 8'' x 8' x 1/2", A36 Steel with 1 W fvcrle in center. These plaies are
I manufadured at Yenter Companies' facilities in Arvada, Colorado with steel purchased
- fiom Steel, Inc. Commerae City, Colorado, orequivalent.
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I Reinforcino Wire Fabric
I
The wire fabdc will be a common stock vtrelded wire fabric 4x4-tM.9xlA2.9 or tuo layenvs
I of Maocabni Type 8x10 double-twist wire rnesh. The welded wire fabric will be provided
I by Rio Grande, Inc., Denver, Colorado, or equivalent. Th€ wire mesh will be supplied
I
MaccaGni Inc., or equivalent.
Shotcrete
T MIX PROPORTIONS
Sand ASTM C-33 2300 lbs.
Size#8Aggr€gate ASTM G33 550 lbs.
Cement
FlyAsh
AFA
Water
Unit weight per Cutric Foot
Slump Obtained (in)
Water/Cement Ratio
fo=4(XX) p.s.i. Minimum
Per Cubic Yard of Goncrete:
ASTM G150 630 lbs.
ASTM C€18 110 lbs.
ASTM G260 2.0 oz.
ASTM G94 300 lbs. (36.0 Gal)
14.1fi.
1-3"
0.405
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The above ,rv€ights are based upon aggr€gates in a saturated, surface dry
condition. Batdr plant conedions must be made br moisture in aggregates.
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CONSTRUCTION REQUIREMENTS
Materlals Handllno and Storaoe
Cement will be storcd to prerrent moisture degradation and partial hydration. Cement will
not be used if caked or lumpy. Aggregates will be stored so that segregation and indusion
of breign materials is prevented.
Grout Iniection Method
Using an air powered mixer/pump; grout is to be injected at the lowest point of each drill
hole through a grout tube (tremie). Each drill hole shall be completely filled with grout in
one continuous operation. Grouting before insertion of the anchor is allowed provided
the anchor bar is immediately inserted without difficulty. Grouting equipment will
produce a uniformly mixed grout, ftee of lumps and undispersed @ment, and be
capable of continuously agitating the mix.
teeh and Plate Attachment
ilfesh wifl be plaed over eacfi section of anchors in 'panels". Each 'paneP will be of a
size deemed manageable and saft, Each panelwill be attached to one another using a
pneumatic hog-ringer. Edges of each panel are to be overlapped a minimum of &inches.
Bearing plates and nuts shall be atbched on the outside of the mesh as shorn in plans as
a passive indusion in the shotcrete. The mesh and plate shall not ber diredly against
soil in a rnanner that prevents placement of shotcrete bet\rv€en the mesh and the soil.
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I shotcretinq
I Shotcrete will be apptied using a REED@ trailer mounted 4000 series concrete pump.
Shotcrete, with minimum thickness of 4 inches, will be applied to the art slope.I
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ROCK AND BLOCK FACED MSE WALLS
Comoaction
Compaciion is key to the success of MSE struc{ures. The facing, whether block, rcck, or
timbet must be phced upon a solid base to predude settlement and defurrnation of the
facing itself. The backfill behind the wall must be wett compacted to mobilize the
compqsite behavior of the fabridsoil system.
The specifted compaciion br all of the backfill and base fcr the hdng is 957o of Standard
proctor. lf the material can be tested we will have compaction tests performed by a
labonatory representratile. A procedure will be estabtished forthe partiarlar material
induding moisture adjustment, lift thickness and equipment type and number of passes
required to obtain specified compaction by test by the project foreman. This procedure will
be unificrm overthe entire onstrudion. lf a ctrange in material occurs, a naroompadion
sequence will be established based upon additional compac'tion testing. In rnany cases
the matedal will be too rocky to test. In this case a determination will be made by the
design engineer regading the type of compac{ion equipment, moisture adjustment and the
number of passes by that equipment. In no case will the compaction effort be less than 3
pass€s of the primary compactor.
Facino
Block facjng br this proitci will consist of either regular or split-face blocks. The faciry
must be placed so that the resulting surface is tnre to the design layout.
Rock facing br this project will consist of rock selecfed by the Orner. The facing must be
placed so that the resulting surface is true to the design layout. Appearance of stone
facing is su$ec{to individual stone setter.
Stone hcjng will be pla€d true to line and gnade within the bllorving tolerances:
The ualls will be placed to a constrant batter. That batter will be 0.5/100' h : lv to 2,l Oths h
: 1v. No wallwill contain a negative better.
Each stone will have one point that is within 2 inclres of a plane along a $foot long
shaightedge whictr is placed on the face.
The stonee are to be of reasonably unibrm size with the o<ception of the'bature stones'.
Chinking stones will be snnller, hotever the major stone will conbrm to the unibrmity in
size.
As in typical stone ualls the bottom stone should be slighW larger than the field of tte
upper level of fie face.
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I MATERIALS
I Fabric Drain
I
The fabric drains are 12-inch wide JDR Drainage Composite SD-12, or equivalent.
I Supplier is to be Vance Bos., Inc., Aurora, Colonado, or eguivalent.
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Reirforcing Wire Fabric
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The wire fabric will be a common stock welded wire fabric 4x$\1f2.#Irf2.9 or Maocabni
I Type 8x10 double-twist wire mesh. The welded wire fabricwill be provided by Rio Gnande,I fnc., Denver, Colorado. The wire mesh will be supplied by Vance Bros., Inc., Aurora,
Colonado, or equivalent.
I
Concrete Block
I Concrete block will be standard smooth faced concrete masonry units or split faced
concrefe rnasonry units, as called br in the design drawings. The block will be 2500 psi
I strength unless specifically designated in the design.I
Reinforcenrent
-I Reinbrenrent will be of the strength stated in the design. Fabric will meet the specified
wt'de sfrip tensile capacity. Reinfurcement 6r this proieci will be Amoco 2006 or
I equivalent as designated by the Yenter Engineer.
Backfill
r Backfillwill be %' scr€ened rock, stndunal fill, or other fil1 deemed suitable by the Yenter
_ Erginaer. The ffifill shoff be com@ed using a cornbination of a vibratory plate
I com@or, a ualk behind sneepsOotlvibnatory compactor or offrer mectnnical delvbe
' suitableto properly oom@ualf beckfill.
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DESIGN CALCULATIONS
The design cross sections were taken from plans by Resort Design. This cross sec{ions
were analyzed for both internal and external stability. SlopeM version 4.22, a slope
stability modeling program developed by the GEO-SLOPE Intemational Corporation,
was used to model the extemal or global stabilig of each section.
Soil parameters for analysis were based upon Yenter Companies' previous experience
in the area, upon visual inspection of the soil, and upon a geotechnical engineering
report br adjacent Lot 5. The soil parameters used in the analysis were:
Soil Unlt Weight
Angle of Intemal Friction
Cohesion
T
0
c
125 pcf
28
250 psf
The intemal stability was analyzed using Federal Highways Administration Publication
No. FHWA-SA-96-069 Manualfor Design and Construction Monitorino of Soil Nails as a
guideline with the same soil parameters.
The MSE walls were also analyzed for intemat stability. The intemal strability was
analyzed using the ,Colorado Transportation Institute publication Desion and
Construc{ion of Lo^, Cost Retainino Wells as a guideline with the above soil parameters.
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Yenter Companies, Inc.
20300 W. Highway 72 Awad.4 Colorado 80007
(303) 279-445r
Soil Nail and Shotcrete Shoring
Section D
Project Name:
Contractor:
Date:
Worksheet By:
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Dosiped with criteria in Fedoral Highway Publication No. FHWA-SA-96-069 Manual for
Desim & Constructign Monitoring of Soil Nails used as a guideline.
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Soil Parameters:
Soil UnitWeight
Fric'tion Angl6 in Degrees
Ultimate Cohesion
Wall Geomelry:
Wall Height
Trial Nail Longth
Vertical N€il Spacing
Horizontal Nail Sp€cing
Drill Hol€ Diameter
Bolt Size (Bars # S10)
SteelVeld Sbongttl
Ste€l Shear Stnength
\Mre Mesh Reinforcement
Goncrete Shenglh
Face Thickn€ss
Length of One Sid6 of B€aring Plst€
StD Stcngth Fac{oo Frpm
Tebbr 'L4 and.t 5, F]IWA
Grout Pullout R€sistance Facior
Nail T€ndon Tensile Sbength
Nail Head Shengilh Factor
Unit Ultimat€ Bond Str€ss
Fmm Tables 3.2, 3.3, 3.4
0b/ff)
+=iittii;,i j:.i;i:tii:,,ii,tii;iti#*ffi :oeg
c,=:iliilllilii+iilili',1,i.!i#.;#j(tbnh
H= iiir.iiri;ii'iii ji.ili;::i1:i:-a . (ft |
t-= :,,t:, :i,tr'ri;irili i'iii$.,00 ttt I
q-l:,:iliiiliii;ii:"lritltili;ti1i1!.$lwfr :<ttt
s,=rLlii:iiriiii+ii#rii*itf#rn.r
o=:.ttjijiitt;itiiirtiiirlii,i:iiiitifi#j<nl
Bar # iftiiffi iliiiiiiiiiiiii:i;.ti.. :
Fv=
fc'=
(psi.)
(in.)
0.50
0.55
0.67
d=
aF€
re" ii:,iti{i!i!.t:H.i rp"i.t
,"=ij,iiii:ii,i.i {,t*ii+ff ti^:nt
(psi.)
ci.|#i'ytittililliii.,iiif.tt;lii!,iffi $n.)
irfu#?ilaiirtii" tp"i'.1
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Nall Tendon Strenqth:
TxP=AsxF,
Area ol Bar
Tx=clxXTxx
NallTendon Load Gheck:
Ultimat€ Pullout Resistance
Dimensionless Pullout Resistence
Use QD , CD , UH and Tan fD for
Charts 1A to 4C to find Te or
TD / OD.
Requir€d Nominal Nsil Strength
Nail Tondon Str€ngth OK.
Pulhut Shength OK.
Qu=
Qo=
Co=
Tan 1o=
UH=
Ts/Qe=
9s,250 (lbs.)
1.270 (in.z)
52,388 (lbs.)
1,979.20 (|bn.)
0.4948
0.25
0.39386
2.17
I Nt{-
Aa=
TN-
,"=iY;!,'Y,EF'{'{,.##Xiira##*;
9,500 (bs.)
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I Face Ftexun:
I Atlowable Moment in ihe Facing is Given by: M = FyxA"xd x 36 / 12
Kr= 0.3610
6l= 2.00 (in.)
Maximum Moment on the Facing is Given by: Muex = .1071 x (1/2 x l(1 x 7 x Sll r Sl
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Melr.ow= 4,200.00 (ft-lbs.)
Muru<= 38.67 (ft-lbs.)
Face Flerum OK
I Punchlno Shear:
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Allowabl€ShearintheFacoatEacfiNailbtl€!g!glot (W=.85x4x.ftjxDjxh.)Eq.4.2,t
I page 90 FHWA-SA-geoogand Tx ( Factorod Nail Tendon Sfength).r whcrc; f5' ir thc stsength of thc conqrtc in thc lacc, hc is thc dcpth of the concrctc rh.ar con€
I Dc' ls thc Bcadng plate wldth plur lrc
I rbel shcngth in shoar, AS ia the a€a of stssl of tho f€iniorcoment.
Tp= 95,250 (bs.)
\/= 16,213 0b8.)
VA.r.o,v= 16,213 (lbs.)
Sowic€ Load for Punching Shear Vilex= 722 (lbs.)
I Purctilns shoaroK
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lllnimi.rm Nall LenotftB In Lower Half of Wall lf Shorter Then lnlUel Lonoth (Ll.
h = height of nail row from bottom of wall
Caution: Do Not Us6 High Bond Shengilhs in Lourer Nails to Reduce Upper Nail Length.
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I Sunrmalof values:
Nail Tendon Sbength
I Nailrendon Load
I
Tx= 52,388 (lbs.)
h= 9,500 (lbs.)
AllowaHe Pullout Reeistance cqlxQu= 12,e65 (lbs.)
I Naitrendon Load
OK
tn= 9,500 (lbs')
Allorable Momeni in Facs Mer-ror= 4,200 (ft-tbs.)
I Mo<imum Momentin Face Mrmx= 39 (ft-1b6.)
! A,lbrysd€ Shear at Each Nail Vn-r-ow= 16,213 (lbs.)
I Maximum Shoar at Each Nail Vref 722 0bs.)
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t Destqn summaru:
I NairL.nsth:
I Vertical Nail Spacing: 2.00 feot
I
Horizontal Nail Spacing: 8.00 fe€t
I Hote Diam€ter:
13.00 f6€t
3.50 inches
Soil Naif fncfination Angle: 15 Dogrees
No. 10
- Boaring Plate Size: 8 in. x I in. x1l2in. A36 Steel
Ir Minimum Concrete Shength: 4,OOO psi. @ 2&Day
I Barsiz€:
I
Face ThicJoess:4 inches minimum
Reinforcement Type and Size: Single [ayer Twisted Maccafeni
or 4x4 W2.9P.9 Welded Wire Fabric
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Yenter Companies, Inc.
20300 W. Highway 72 AmaA+ Colorado 80007
(3031 279-44sE
Soil Nail and Shotcrete Shoring
Section 8
Project Name:
Contractor:
Date:
Worksheet By:
Designod with critsria in Fodsral Highway Publioation No. FHWA-SA-96-069 Manual for
Desisn & Conshuction Monitoring of Soil Nails used as a guideline.
Soll Parameterc:
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Soil UnitWeight
Fric-tion Angle in Degreas
Ultimat€ Coh€sion
Wall Geometry:
Wall H€ight
Trial Nail Length
Verticel Nail Spacing
Horizontal Nail Spacing
Drill Hole Diametor
Bolt Size (Bars # 3-10)
Steel Yield Strength
Steel Shear Str€ngth
Wire Mesh Reinforcement
Concr€t€ Strength
Face Thickness
Length of One Side of Beadng Plate
SLD Strcngth Factoc From
Tables {.4 and.l.5, FFM,A
Grout Pullout R€sistance Factor
Nail Tendon Torcil€ Sfength
Nail Head Sbength Fac{or
Unit Ultimate Bond Stress
Frcm Tables 3.2,3.3, 3.4
Nall Tendon StnEnotr:
Txx=AExF,
r=i1inl;1',1;1ii;;,'1i11i;!;iffiimaun1
o=fiiitiiIili.:iiiir'iti:ilH8 oeg
(h/fr)Cu=
E itlt;i:tj#i.t:l#liiilij::: il:illf#i (in.)
0.50
0.55
0.67
qe=
GN=
GlF=
r-r= iiiii:ijiiiiiiiiiiiiiit$_ff i (ft )
t-= l..., ,:.,...rt.r '' ' : 1fi.0fl: (ft )
a= ::1:ii:lii:.;lliit.ii!;:rita:'90: (ft')
s-= :ilil'iiiiiiiiii,filxrii;li,:rtiiii tn.l
D= +::r;:jiiti;iii;:i;,;iitr iai*if Sl (in. )
Bar#il$[*itl0iiiriiii:::,i:t;it:i:litr.:::lii
Fv=
F"=
A.=
fc'=
r*l1ffii1ffiij?ltijii{:ltiiiffi,rin.l
(psi.)
(psi.)
(psi.)
(in.j/ft.)
(psi.)
t-IB -95,250 (lbs.)
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T
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t
T
t
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Arsa of Bar
Tx=cxxTxx
Nail Tendon Load Check:
Ultmate Pullout Rssistance
Dm€nsionloss Pullout Resistrance
Us€ QD , CD , UH and Ten fD for
Charts 1A to 4C to find To or
TD/QD.
R€quirod Nominal Nail Sbength
Nail Tendon Sterqth OK.
tulloutStrsrEftOK.
Qu=
Qo=
Co=
Tan Ss.
UH=
Te/Qe=
To=
$t-
1 .270 (in.')
52,388 (lbs.)
1,979.20 (rb/fr.)
0.9896
0.11
0.39386
1.38
16,724 (lbs.)
AE=
Tr=
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T
I Face Ftexurc:
I Alolvable Momont in the F€cing is Given by: M r FvxAsxd x SH / 12
I
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T
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T
T
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KA= 0.3610
6l= 2.00 (in.)
Maximum Momcnt on thc Facing is Given by: MM{)( = :tO71 x(1l2xrcox7xS,r2; x S,l
Mello,v= 2,100.00 (ft-lbs.)
Mur,r= 38.67 (ft-lbs.)
Faoe Flexure OK.
I PunchlnoShear:
I
I Alloi/abl€ShearinthcFaceatEachNailisthelgggggof gV=.8Sx4x*ixD6-xhJEq.4.2,
t pege gO FHWA-SA.9So69and TN ( Fac{or€d Nail Tendon Strength).
where; fc' b the sferpth of the concrete in the tace, hc ls the depth of the concrele shear cone
I Dc' is the Bsaring plate wirlth plus 116
I ste€l sfi€ngth in she€r, AS is ttre ar€a of st€el of the rsinlorcement
Tx= 95,250 (lbs.)
!= 16,213 (bE.)
Ver.r-o,ri= 16,213 (lbs')
Sorvice Loed for Punching Shear V1^.= 361 (tbs.)
Pundrirg ShearOK
ilinimum Nail Lenqthg In Lower Half of Wall lf Shorter Than Int0al Lenqth lll.
h = height of nail row from bottom of wall
Caution: Do Not Use High Bond Strengths in Lower Nails to Reduce Upper Nail Length.
Summaryof Valueo:
Ndl Tsn$n SlFngth
Nall Tondon Load
A[oYvable Pullout R$lstance
Nail Tendon Load
AllowEUc Mom€nt in Facc
Modmum Moment ln Face
Allovyable Sh6ar at E€ch Nail
Maximum Shear at Each Nail
I it-
h=
cq.LxQu=
.t{-
MruoF
Murx=
Vxrorrr=
VrAf
52,388 (rb8.)
OK
1ts,724 (lbs.)
17,813 (lbs.)
OK
16,724 0bs.)
2,100 (ft-lbs.)
OK
39 (tt-rb6.)
16,213 0bs.)
OK
381 (b3.)
Dselon Summary:
- Nail Length: 18.00 feet
I V€rtical Neil Spacing: 2.00 feet
I
Horizontal Nail Spacing: 4.00 feet
I Hole Diam€ten 3.50 inchest
Soil Nail tndination Angle: 15 Degrees
I BarSize: No. 10
I Bearing Plate Size: I in. x 8 in. x 1D in. A36 Steel
I- Minimum Concr€to Strength: 4,(x)O psi. @ 2&Day
I Face Thickness:. 4 inch6s minimum!
Reinfiorcement Type and Size: Single Layer Twistod Maccafeni
or4x4 W2.9)@.9 Welded Wire Fabric
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Yenter Companies, Inc.
20300 W. Highway 72 Arvadg Colorado 80007
(303) 279-4458
Soil Nail and Shotcrete Shoring
Section 5
Projeot Name:
Confractor:
Date:
Worksheet By:
ifis u M#l$u$,i$*ffie*ir;iiilrliil,iir.l"i':tiliiiiiiljij#liiiiiri:i:liiiri'.r
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llUf*:mrw+i*+ :#.'I ul'litiii.ftliiiiiuiirlilili:i.tliitiiil=+xiifiillil;' ffi+i*iij$rinl
Desiped with criteria in Federal Highway Publication No. FHWA-SA-96-069 Manual for
Desien & Construction Monitorine of Soil Nails used as a guideline.
Soll Parameters:
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Soil Unit Weight
Friction Angle in D€grees
Ultimate Cohesion
Wall Geometrv:
Wall Height
Trial Nail Length
Vertical Nail Spacing
Horizontal Nail Spacing
Drill Hole Diameter
Bolt Size (Bars # 3-10)
StselVdd Strength
St€el Shear Strength
Wire Mesh Reinforcement
con$eite strsngth
Fede Thidkngss
Length of One Side of Bsaring PlatE
SLD Strcngch FactoE From
Tabler 4.4 and 4.5, FHWA
Grout Pullout Resistance Fac{or
Neil Tendon Tensile Shgflgth
Nail Head Strengh Factor
Unit Ultimate Bond Sbess
From Tables 3.2. 3.3. 3.4
.i:;;,;t;;;11::1i14111;111,1i11ifi ffiffi!1tbtft\
0= liiilili:i:iri:liiiilttr4Fffi o"s
cu- i;iilLrli ii ii i;iiiiiiti$$ibi tlo'f I
tt= liiii:iitiiilili::i;i:Aoiffi (ft )
t-=j*ii lii:iiii:ii:tiiiifi #iffi tt. I
(fr.)
s,= l#1!1.;1*f il,iliiili't:riijffi G )
6=,:1i;,1;|.:;,i!tini!,i!:t;iitiit$is6itinl
Bar*.:#:idi$jiii:1i):lljtiriiiiijitjij;iijti
(psi.)
(psi,)
Fr-
F"=
lq=
fc'=
(in,rm,)
(psi.)
v'i,ffii;i!ii!it!,.i iiijiiiiiilf; ; <rr r
b= !!;i:,!:,iii:iiiiiii?;:;i;ii jjillltg (in )
qo= 0.50
dN= 0.55
clF= 0.67
riiiii'ii:iiilitiittiii;;:;i:i;lfiHlffi r(psi.l
Nall Tendon Strenoth:
Txx=AgXF
Area of Bar
Tx=cxXTxx
NailTendon Load Gheck:
Ultimate Pullout Reeistance
Dlmsnsionl€ss Pullout Reslstence
Use QD , CD , L/l-l and Tan fD for
Charts 14 to 4C to find To or
TD/QD.
Required Nominal Nail Shength
Nall Tendon Str€ngth OK.
Pullout Str€ngth OK.
?-I NN-
Ag=
Tn=
Qu=
Qo=
\rD-
Tan 6o=
UH=
Te/Qo=
To=
lfl=
95,250 (bs.)
1.270 (in.')
52,388 (lbs.)
1,979.20 (tbift.)
0.4948
0.07
0.39386
1.22
16,400 (lbs.)
t
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T
I
Face Flexurc:
Allowable Moment in he Facing is Given by: M = FyxAs x d x Ss / 12
I Maximum Moment on lhe Facing is Given by: Mu* = .1071 x (1t2 x KA x T x &2) x Sv2
Ke= 0.3610
6l= 2.00 (in.)
MLlo,,r= 2,100.00 (ilbs.)
Mu15 618.67 (ftlbs.)
t
I
I FaceFhxureoK.
Punchinq Shear:
Allonvable Shear in Op Face at Eactr Nail is the Lecer ol (0V = .85 x 4 x 'fts'x Ds' x hJ Eq. 4.2,
I page 90 FHWASA-96{69and Tr ( Factor€d Nail Ten<lon Strength).
I where; fc' is the sfengilh of the concr€te in the faco, hc is tho <lepth of the concr€te shear cone
Dc'is th€ Bearing plate width plus hc
I stoel sfength in shear, AS is the area of stoel of the reinforcement.
t
TN- 9s,250 (lbs.)
!= 16,213 (lbs.)
Vl-r-oYrF 16,213 (lbs.)
Servioe Load for Punching Shear Vruf 1,444 (bs.)
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Pundring shearoK
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Mlnlmum Nall Lgnaths In Lower Half of Wall lf Shorter Than Initial Lenoth {Ll.
h = hoight of nail row from bottom of wall
Caution: Do Not Use High Bond Strengrths in Lo$/€r Nails to Reduce Upper Nail Length.
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I summarvof vatues:
I NailTenrlon Sr€ngfih
NeilTendon Loed
I
TH= 52,388 (lbs.)
h= 16,400 (lbs.)
I
Allowable Pullout Rosistence o6,,LxQu= 24,74 (tbs.)
Nail Tendon Load tH= 16,400 (lbs.)
T
t
Allowable Moment in Faoe MHr.ovrF 2,100 (ftJbs.)
OK
Mo<imum Mornentin Face Murf 619 (ftlbs.)
t
Ald|able Sh€ar at Eech Neil Ver.r.ovrF 16,213 (lbs.)
OK- Maldmum Shearat Each Nail Vref 1,444 0bs.)
T
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r Deeign Summarv:
I Nail Length: 25.00 froet
I Vertical Nail Spacing: 4.00 feet
I
Horizontal Nail spacing: 4.00 f6€t
I Hot€ Diameter 3.50 inches
Soil Nail Inclination Angle: 15 Degrees
t Bar size: No. 10
I B€aring Plate Size: 8 in. x 8 in. x 112 in. 436 Steel
I
Minimum frncr€te Strengh: 4,000 psi. @ 2&Day
I Face Thid<ness: 4inches minimum
Reinforcem€ntType and Size: Single Layer Twisted Maccafeni
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or4x4 V12.9:€.9 Welded Wire Fabrlc
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Yenter Companies, Inc.
20300 W. Highway 72 Awda. Cobrado 80007
(303) 279-4458
Soil Nail and Shotcrete Shoring
Section F
Project Name:
Contractor:
Date:
Worksheet By:
Designed with criteria in Fsdorcl Highway Publioation No. FHWA-SA-96-069 Manusl for
Design & Construction Monitoring of Soil Nails used as a guideline.
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Soil Parameter:
Soil Unit Weight
Fdc'tion Angle in Degrees
Ultimate Cohesion
WallGeometry:
Wall Height
Trial Nail L€ngth
Vertical Nail Spacing
Horizontal Nail Spacing
D|ill Hole Diam€t€r
Bolt Size (Bars # &10)
Ste€lYr€ld Sbength
Steel Shear Strength
Wr€ M€sh R€inforcem€nt
Concrete Strength
Faca Thickness
Length of One Sid€ of B€aring Plat€
SLD Str€ngth F.cton Frpm
T.bb3 4.4.nd 4.5, FIM,A
Grout Pullout Resistance Factor
Nail Tendon T€n8ile Shengilh
Nail Head Sbjsngth Factor
Unit Ultimate Bond Stress
Fom Tables 3.2, 3.3, 3.4
a='friii?i?,liiiiliiii.lij?ijiiiisj:!#:tin.t
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0= ti.iriii'iiiiiii.irixiii..iiffiffii o"s
c,=
'iiiliiiiiiiriiiii..iiii*#it*f
ttuttt'l
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L= t
t :i;,.i',t;i ifi;,,,,,t;:;i.,i,;,:i].!l'XXl tft.l
s,= :t.ili:iiiiiiiiiiliii'lriiaffi tn.r
q,=,iiiriiiiji:iiiiiiiiiiliii;iiiliisioui (ft .)
D= ]ii:iiiiiililiifiiiiiixiliiiq$iti (in.)
sar * rffiii liiiiti:iiti.ii,liiiljjii,
r,= fi 1iillijt'ii{ijiiillt#"ffi 1psi. I
r;-ii,iii,!iiii:i:pt;iiii,#.{ffi <psLt
(in.'zft.)
ri= ii:Jilr:tiiiiii iiriiii$om; tp',.1
(in.)
0.50
0.55
o.67
do=
q,=
oF=
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Nail Tendon Shenoth:
Txs=AsxF,
Ar6e of Bar
Tx=cxXTxp
Nail Tendon Load Check:
Ullimate Pullout Resistance
Dimensionless Pullout Resistance
Use QD , CD , UH and Tan fD for
Ch€rts 1A to 4C to find Te or
TD/OD.
Required Nominal Nail Sbengfl
Nail Tondon $rgngtfi OK.
Pullout Stongth OK.
Qu=
Qo=
\.'O-
Tan 4o=
UH=
Ts/Qo=
Ts=
h=
95,250 (lbs.)
1.270 (n.2,
52,388 (lbs.)
1,979.20 (b/ft.)
0.49l|8
0.08
0.39386
1.43
15,750 (b3.)
T-| 1{N-
Ag=
TN--
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Face Flexure:
Allovvable Momenl in the Facing is Given by: M=FyxAsxdxSH/12
l(^= 0'3610
d= 2.00 (in.)
Maximum Moment on the Facing is Given by: Mr,r,,,x = .1071 x (1t2 x Xn x v x Su2) x ql
FaceFlerueOK.
Allonrabb Stnar in the Feco at Each Nail is lhe !49ggg of ({V = .85 x 4 x rfi6' x Di x h.) Eq. 4'2'
pag€ 90 FHWA€A-S{69and TN ( FactoEd Nail Ten<lon Strength).
yvtrere; li k th€ shength of the conctete in the face, hc is the depth of th€ concfete shear @ne
Dc'is the Beadng date width Plug ho
steel sfiengilh in shear, AS i8 lhe area of ste€l of the Ginforcement
Service Load for Puncfiing Shear
Puncf{ng ShoarOK
Meuorf
Mull<=
Tr=
\,r=
Veu-ow=
Vrrx=
4,200.00 (ft-lbs.)
38.67 (ftibs.)
95,250 (lbs.)
16,213 (lbs.)
16,213 (lbs.)
722 0bs.)
llinimum Nall Lenq$s in Lower Half of Walt tf Shorter Than IniUal Lenoth {Lt.
h = height of nail row from bottom of wall
Caution: Do Not Use High Bond Skengths in Lower Nsils to R€duc€ Upper Nail Length.
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Summaruof Values:
Ndl Tentlon Stengtfr
Nail Tenclon Load
Allo^rable Pullout Resistance
Nail Tendon Load
Allcnilable Moment in Face
Msximum Mornont in Fac€
Allowaue Shearat Eacn Nail
Maximum Shear at Eacfi Neil
T-r||-
h=
c6,LxQu=
a-rN-
M,urryc=
Mnex=
Y ALlo{v-
Vulx=
52,388 (lbs.)
15,750 (lbs.)
24,7,10 (lbs.)
15,750 (lbs.)
4,200 (ft-lbs.)
39 (fi-lbs.)
16,213 (bs.)
722 (lbs.)
Deelon Summary:
r Nail Length: 25.00 freet
t
Vertical l,lail Spacing: 2.OO f66t
Horizontal Nail Spacing: 8.@ feet
I Hob Diameter: g.So inches
Soil Nail Inclination Angle'. 15 D€grees
t Barsize: No.1o
I
Bearing Plate Sizo: 8 in. x I in. x1f?in. A36 Steel
Minimum Cons€to Strengthj. 4,000 psi. @ 28-Day
I Face Thickness: 4 inches minimum
Reinfo.cement Typ€ and Size: Single Layer Twistrad Maccafeni
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or4x4 \ttt2.9P.9 Weld€d \Mre Fabdc
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sPACr,rc F. S. = I 5
PlllotJIF. S.= l5
t.|\ fi EliG€UiCNT= 3 FT
rffifi-lLry!-J
(cos tf
cos {r)
(cospf
0387
0194
03@
0.532
o€PrH sP.l9P Le #ffit etrr tfi€lH (Fn
llJ 3tt 6
5
5
2 ?D 1
3.8 3.0 4
4i 3D 4
/tg 30 4
5.4 5.3
0!t7 4 t
gsFoRTtD tfl
LA'IERAL PRESS]RE
g,RCHARGE LOADI.IG
BETA
'Ft{ ,
D€llslTY "Rsirlorcomsn
TU
T 8 (1c.4)
MMWALL HT (H}
Ca
PH * Fcrlddtm Sdl
30 / frl
250 /nt
283u
114 ftrf)
Amoco 2006
\7'brn.)
.l
6 :-)
250 rbrt')a
nEnSoRcEFltT er|.cutTlffi
z oH L9 I u
daz+TFS -ZtrAN'6-l
(|rI TAlarll {nt
1 3.7 3.0 J 6
1.6 t8l t.1 3.0 2 5
2.1 209 2.t 30 5
2l A7 2A 30 2 5
t2 266 2.1 3.0 t 4
t3 xt1 1.9 tn 1 1
1.3 az2 't.14 3.o 1 I
rl9 360 30 I 1
5.,1 c79 1.8 3.0 0 3
6.0 4f 3.0 0 3
EXTERilAL CALCU|.ANOilS
CTI DESIGN IYEIIDO
SLD G
FOR Fs= 1.5
Li= Fs (H(fi+2qKe4CSORT(K€)f2FANStqrH+q)+cal)
-0.7 n.)
L€s6Than 6 Fa€tOK
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ALiERIiA'E dFFROACH
FORSL|OI{C
LATERAL EARTIi PRESSI.RE: 30 PSF
FRtgItcN 0.40
SJlvt F =0
PfiESSIRETWA|'I- Hf x 5- 0-hlTWT x VOL r FREnOil+COl-ESOt'{ x LENGIH}
-210o
Less lhdr 0. O|(
L= 6 n.)
AtLCrr/VABt-E
--
BAS(FI.L FOR]}€ }ISE WAIL iI,,,ST 8E FREE ORATI{G GRAM'-AR MATERAL
REI\FOnCEIJENI MA'IERIAL B AMOCO 2000
COfvPACIX9N StlOtl-O 8E 95S OF AS'IM 0608 V IUE
l.to lEsI $tou..D 8E TAKENWTTT{f{ 3 FEEr 0F Tl€ FAC tS_
oo
SPACNG F. S. = 1.5
PULLOUIF. S. = 1.5
trfirnitJtvl EllEEDtvlEM = 3 FTrffit
(cos tF
co6 t )(cosrf
0!87
0.&4
0.80
0.5:t2
oEPrH *,iff Le lffiW
LENSTH (FI)
l.o
6
0
3.5
1.1 3.0
4.9 3.0
5.7 3I'4
6.4 3.0 4
72 3I'3
8.0 3!3
IMPORTEO Fil-L
TAIMAL PRESgJRE
SLJRCHARGE LOAOING
BETA P
PHI .
DENSTY r
Reirforcemsrt
IU
T a (k:.4)
MAX WALL HT (H)
Ca
PHI fi Fqndatjo0 Soil
30 [b F, n)
250 t fi)
26.6 EGu
125 rb f)
Amoco 2006
175 lh fn.)
840 .l
8.0 :.1
?50 rbrf I
za
REilf ONCETTEIIT CALCUIITIOT{S
z oH s L6 Lf Lt
d1z+n TFS
a.)ur)(n)TANarll D (fr)
1 153 3.1 3.0 4
1.8 'tg2 2.9 30 3 6
?.6 g2 2A 3.0 3 6
33 271 3.0 5
1.1 311 '18 3.0 2 5
{.9 350 1.0 30 5
5.7 3m 3.0 1
6.4 42S 't.30 3.0 1 4
1.2 4@ 1.19 3.0 0 3
6.0 508 1.'t0 3.0 0 3
EXTEnflAt CAtCU.AnOilS
CTIDESreN MET}OD
SLDi.lG
FOR Fs= 1.5
i= Fs (H (#l+2qKs.4CSORT(Ka)y2[rANSlG(+l+q]+cal)
-0.2 (ft.)
LessThan 6 Fe€l Ol(
ILTERI{ATE APPROICIT
LAIERA EARIH PRESSURE= 30 PSFFRICIION u- 0rl0
S[rnF=0
PRESgffxWA[ HT x 5-(|JNIWT r VOL x FR€ION+COI-ESON x LENGTI0
-29/,O
l-oss 0|ao 0. o}<
L.6G)
ALLoiTVAB|E BEARIIIG@
-
BACT(FIT FOh 1}€ I{SEWhLL Ti.6IEE FREE DRAI&.G GRANJLAR MATERIAL
REr\FORCEIvENI MA'|ERAL F Al OCO 2m
COiIPACIION g.IO(t.D BE 95% OF AS D6g8 VALLE
r€ 1EST sl€U.o 8E TAKEN }UTTI..I 3 FEEI OF II€ FACNG.
oo
SPACit',lG F. S. = 1.5
PIJLLOUT F. S. = 1 .5
lrrsnauLt EL€€Df€ifi = 3FT
rffirl-lt_ry__t
(cos tF
co6 (p)
(cosa?
0.887
0.894
0.8@
0.532
DEPIH o,iff Le #qffiffi
r.El.rgIH (Fr)
1.0 u.6t 3.0 )
u.6 t 3.0 4
1.1 3.0 4
20 3.0 4
23 5.0 4
2.7 3.0 4
3n 3.0 4
3.0 3
3.t 5,
4.0 0.6?3.3
IIPORTTD FILL
LAIERAL PRESSI.JRE
SURCHARGE LOAOfIG
BETA
'PHI .
DENSfi T
R6irtorcornsnt
tu
T a (lc.rl)
MMWALL frr (H)
Ca
Pfll * Fomd€don Sorl
30 ,
250 /n)
u \
Amoco 2006
175 lbtn)
840 flbn )
4.0 (n.)
250 flbilf)
8
REilFORCEI'EI{T CALCT'LATIOIIS
DEPITI Si('|r€ H Pt_L TOTAL
z oH Le Lt
Rdaz.n TFS 'H-ZITAN'15-a/
(ft.!Frr)G.l TAN+rH (fi.1
153 3.0 5
1.3 169 3.3 3.0 1 4
1.7 t86 3.0 3.0 I 1
2.0 M 2.8 5.U 4
2.3 25 3.0 I 4
nf 2.4 30 4
E1 3.0 1 4
3_3 211 2.0E 3.0 0
3.7 288 3.0 3
4J 305 3.0
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SLDll.lG
FOR Fs: 1.5
Li= Fs (H l(tN+2q)Ka4cSoRT(Ka)f2tIANSlc(fi+q)+cal)
I _1 1lfi.)
LessThan 4 F€€t O{<
LAIER,\L EARIHPRESSIRE= 30 PSF
FR|CIION 0.40
S-LMF=0
JER L PFESS.nE xw/\tl HT x ,5-(UMTWT x VOL x FRGIIOa'I+COHESpN x LENGTH)
Less lhdt 0. OK
L. ! (fr.)
AIOWAELE B€ARhIG CAPACM/ OF 3.5 KSF
-
BACKFI-L FOR lr€ tr|SE WALL l,t,ST BE FREE OR ||,llf.lc GRANII-AR MA1ERAL
REI$ORCEIV€NI iVIAIERAL 6 AI,IOCO 2006
@ftPACllON SfIOJLD 8€ 05i 0f ASIU 0698 VALT E
ID IEST $Ifl|-D AE TMEN V\fi}$.I 3 FEET OF ]}€ FACT{G.
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t
,nnn..,re,rGGDrrENr:rFrrm]
rE'nr %$" Le €fttrffitEfiGTH(Frl
3.O s
5.0 a
3.0 E
.t 3.0
6
84 3.0 6
s.8 5
1.2 30 4
123 3.O 3
14.0 3.0 3
Frqcct i na:Dondr€ and M€lone Residtrrco
lId3 Dir,€wat MSE Soclion 5
Fllolcct Loc.0on:Vril, Cdo.ado
Drt!:Jaruaff 15. 20001
MPORTED FILL
LA'IERAL PRESSIRE
SIJRCHARGE LOAONG
BETA
'PHC
DENSTY I
Roidorcsnenl
tu
T I (tFr)
MAXWALL t-{T {H)
Ca
Pl-f fi Fomddion Sorl
b,t' rfi)
250 flbrr / [)
26.6 EGv
125 nbilf )
Amoco 20C16
b tn.l
.)
t3 .)
250 nultfra
NETFORCEI|g| T CTLCI.|LANOI!8
z oIl 5 Lo L'LT
d,rz+n TFS
(ft.)bff) (r)TAN.?H ftJ
1.5 178 3.1 3.0 6 q
2.9 245 2.3 3.0 6 9
4.!319 13 3.0 5 8
5.7 3S0 1A 3.0 I
f.1 460 '1.2 3-o 6
8.4 531 1.1 3.0 6
9-8 602 3.0 2 5
812 3.0 1 4
125 f1?0J5 3.0 0 3
?t.0 E14 3.0 0
(cos tF
cos Fl
lcosd
0.E87
0.8$4
0.800
0.532
EXTERIIAL CALCT'LATIOIIS
CTI DESGN ttlETFlOD
SLDINC
FOR Fs= 1.5
Li= Fs (H l(fi+2qlK#CSORT(Kaly2[tANSG(fi+qFcal)
2.0 (rr.)
LessThan I Feet OK
FOR SUDnGr
LATERAL EARIH PRESSIRE= 30 PSFFRrCTlOi.r 0.40
Sl,rrl F = 0
PRESJRE XWALL HT x 5 - (lr{TWT x VOL x FRtCllO}l+COt€SION x LE}.IGTH)
.5591.25
Leas tral 0. OK
ct{EcK For. BEAn[tc eAFAetf Y
L= I (ft.)
AlLOYlrAgtE BEAFfI|O CAPACIIY OF 3.5 XSF
-
BACKFILL FOR Tl€ MSE W LL tvl'JSr BE FREE ORr\}||'te GRANULAR MAIERIAL
RE}IFORCEI,|ENT MA''ERIAL 6 AI,IOCO 2(x)6
coiiPAclnN s€u-D B€ 05$ G ASIM Oi808 VAt.€
NOIESrS-OU-D BETAKENVnIIT\I3 FEETOF ll€ F C$6.
oo
SPACNG F. S. = 15
PIILOUI F. S. = I 5
i/NlrrutitEl€EDlEtlT = 3 FTtffil
(co€ tf
cos (p)
(cosrf
0.087
0.E04
0.ax)
0.532
DEPTH sPlgl'G L€ t#bF.tffioI lcFrt
LEI.IGTH (FD
LE o.ot 3.U E
3.0 .61 3.0 8
1.2 3.0
5.5 3.O 0
5.'3.0
1.9 3.0
9.1 5
103 0.3.4
| 1.6 3.0 3
12.8 0.iI 3.0 3
IMPORTTO FILL
LA]ERAL PRESSLRE
SURCHARGE LOADING
BETA O
P1.{ a
DENSITY r
Rsiflforcement
Tu
T r (k=.4)
MMWALL HT (H)
Ca
F+ll * Fotrdadon Sdl
30 ,ft)
z&:b,f /ft)
266
€G
125 rb,nt)
Amoco 2006
(b,in.!
.l
12.0 n.)
250n
REITIFORCEIEI{T CALCULATIOilS
oH L9 LI ,T
d.tz+h T'Sh'FS H-zlTANiS-al
(r.)brl F.)TAN''d{o (lt.1
1.8 '193
3,0 255
1.2 318 1.8 .0 4
@
8.7 42 1.3
504 1.1
9.1 566
10.4 628 4
11.6 690 0.81 3.0
12.4 '153 g.14 3.O
I r|qF a rlr i
EXTERML CALCT'LATIO A
CN DESGN METI-I]D
SLD}]G
FOR Fs= 1.5
Li= Fs (H ft+r+2q)Ka4csoRrfi6)y2rrANsG(i-l+qlrcal)
13 (n.)
LessThan 8 Fs€tOK
ALTEN ATE AFPROACII
LAIERAL EARTH PRESSURE= 30 PSFFRTCT|ON 030
Sttvl F = 0
TEML PRESSI-RE xWAtI HT x .5- (UMTWT XVOL x FRtcnoftl+Col'lEgct\lx LENGTH)
-4040
L99s t|an 0, o(
CTCCK FOI BEART'6 CIPICITY
L= I fi.)
ATTOV{AA.E BEARNG CAPAC'TY OF 35 KSF
BACKFI-L FOR ]€ llSE IYALL trt rsr 8€ FREE DRASS|G GRAI{.i-AR MAImi'AL
REI\FORCEIENr MA'IERIAL 6 A}IOCO 2m
COlvPACIlO0l SlldJLD B€ 95* OF ASIM DOIA VAI'E
iIO'TEST SHd-i-D 8E TAKEN WT}T.I 3 FEET OF IT€ FACNG.
o o
DESIGN DRAWINGS
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EQUIPIIENT AND II'IATERIAL SPECIFICATIONS
.tlYnrmI-
T
rf-
ffitrg€p
Trailer Mounted
Goncrete Pumps
Features
I Deutz diesel engines meet emission standards ftrough the year 2OOO wift perfonnance and
dePendabili$ You can @urt on.
I Rerrottr hydromatik variable displac-ement piston pump - world farnous fordependabllity and
long life.
J REED solid state black box coatrot provides modem state of the art mainteoanoe fee perfor-
mance- Standard on alt REED pumps fiom 5 to 2(X) yda4r (3.8 to tsg ms/h0.
(S Valve, provides long life and abillty to pump a wide range of materirals including 1-112" (38mm)
roc( extremely low slump shotc{ete and thin grouts'
RugSed constnrction, modem design and value prirfng provide low orwting afid op€rating OosLl_
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{12{5mm)
l1-r14'
(87omml
i i. ..-
H;;;ffir*lrFdbd..tp(Esre'irrrd6'
REED
.ffiffi-
8'l'
(213{mm)
2l'
(5338m!
- '3-3/r---'
(857m(nl
SPECIRCATTONS
uooE rt(t408 40504 4{t50HP 405()HPS
Co<ult€ Odgn cu !ds,/tr rto 50 I {o
- "*" 31 33 3tl 31
Conccre p*6srr€ pd 1191 13ol 14? 18{t6
bar a2 94 99 7?a
ocsE Oics.l Blgifte hP ?9 79 172 160
59 59 u 119
Uei.rHtd.ar(c PtttlP
RclEdr Hydtoa|adc (xrk(tr!' ?r lO7 7gI 1O7
Co.tccr€ qfind€rs in 6x36 6x36 6x42 6x42
rnm fSex$a 1521914 152x1o6i715ex106/
uarannrAggcgat€ste in 'i-itz-' r-ra tln 7'1n OPTIONAL
mm 3{t 33 3a 38
xocecrcrpaatv cnn ;; 14 14, :1 Basic hood, harsh mix hopper'
[t€'s 396 3S6 396 396
r*rfi'ora*itv et ;v ;; T-' ; trvarauricouriggers' hopperagita-
- ne.s 151 r51 2OS m tor' vibrating hopper screeq dtern-
tud.eprrity F
-Z 2 ! 40 i"i Oogng pump. radto rcmote'
ttec 8:t 8l] 151 151
; s 5 5 - 'iodctsile o[ r27 7n rz7- ln APPLtcAfloNs
Wdert{(ApP.qJ lbs 'ZXt
175n 4a50 SXto
ron ;tn ns ry 2yt Concrcte. reracto-ry,.shotcrcte'
f-c.Uo. €.€ do€) Ll Ll 12 '2 preSsUre groqting, S{UnieS.
t{dunftctcjPrt.r€.tFm-.t..|/dtr||:fi*FEGGaIdb.|tdl.d*n'r'E,dr
Farcrrr|gyd{.nfg(Ird.|F,fi|rd.*nfd
STAI.IDARO
2 manual outriggers, 1 front iack
iano, pintt" hitctr, hoPPer sPlash
quard, hopper gnate, automatic pr€s'
lure retease at strutdown' stainless
JJ controt Pan+ fo€ed steel f'[s-
i"- *tt ra'etrane prton dps' HgfF -'
*o t.f" with elecilric brakes, high
capacity hydraulic oil cooter, fend-
ers, and lights-
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HCRg.D
VERTICAL DRILLING COVERAGE
(H0RIZ0NTAL sEcTl0N)
H0RTZ0NTAL Dl,l*H.llq C0VERAGE
C€.tar of boo.n trt
3e0 (r€1
@'71
VERTICAL DilIUNG COVERGE
(HoRIZ0NTAL SECTIoN)
HCRg.E VERNCAL ORILUNG COVERAGE
. (vERTlcAL SECTION)
(156 n.',3'l \
HCR9-n HCR9.E
I'Y ks (1s'8a0 lbsl
sPEclFlcArloNS overati tensth eisoo *-"1'-t'll5;r1'l '
3':* TT H;8:lsPEcrFruArruN" il:fii;[!il' iiioo.-i7;ro'r' 2,400mmO'10')
9,"",.ri t'Jiliit lli6o ii'iib'i ' - z'0oo '"' p'0't
DRIFTER MOdEI
Overatl length 1P5o mm-(3'5')
Overatl width 362 66 (1'3'l
Overall height 260 mm (10')
weight 165 ks (363 lbs)
Number of blows 2,300 --2,800 bpm
Number of revolutions
3';55 ;i'._' ':: '
crouniHliitct lensth liss '"t ii'r ' yzs mm trJl')
ilifih:,r1ffi;;'*"' ftrr-rnmoi'i mm(11')
cround oressure o.zb'tgk;t'tio psU 0'62 kg/cm: €'psD
Eril;;i;;;;" 5aomm(1'e") 54omm(1'e')
5"-"iri.ti"ii r"sil 2oo 2oo
Tramming speed 0 -3.5 km/h (0 - 21 mph) 0 -3'5 krn/h (0-2'1 mph)
Gradaahililv 3Oo 30o
DIESEL ENGINE ISUZU 6BDlPHOl
Water cooled, 6 cylinder in line'-direct iniection type
125 i's (123 hp) / 2,600 rpm
30o in all directionsRated output
Allowable tilting angle
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Fuel tankr::: :: Axial-plunger pump
HYORAUUC SYSTEM Variable capacity pump ,aa^, ^r,m.!Gear PumPFixed capacity PumP 170 tOil tank
atnlteN PDS175, screw tYPecotrrpnesson ygil,- A^,i..^ . ^'''T[';;#izicrmt
eoo* i['J';Lr" il;;;;Ailroo 1P.45:,9o]vt' 1!:
a*rn i;iisl;gr" i6ni +6"'l"n is" risht 35o' left 45"
Boom slide length 1'@
, , GH$6t6 ;;;;.-
GUIDE SHELL MOdEI' Overall length 7j,4omm(8,8'l 7''240mm(23'8')
cuioe siii;ienstt' r,soofn]nin;rr-i 1300mm (3'11')
cuioe i*iig-an?i" rt'gttt 30"' iett 90' right 40o' left 40"
r;,,irra ritt e;dle ltiO" 180:
F:ts?f Extension boom
Boom rensth z,oqo-"io;01* :'*fTllt;t".J
Guide tilt angle 140-
F;-dh# - Hyiraulic motor drive Hydraulic motor.drive
Feed lensth o,
Free air delivery
Workino pressure 10'5 t<gtcm'2(ls0 psi)
offiLtEcroR suction capacaty
Number ot fllters 3
Dustofl method Automatic air pulse let
Pre-dusrer -oPJiqnal
=, ====.= ==,-=, l*l!n ""o o'*#tf*iitf iiojtn"o
ELECTRIC SYSTEM Eatt€ryUghtlng 24v' Towx3oalogenlamP)
oc24v
ROO CHAHNGER Number of rocls
ROO RACK Number of .ods
W"iSht 460 kg (1'010lb6)
StariaarO acoessoties Airconditloner
-g0mmg'2- -r'k '8tT & ROD Bit dia uar a?r p,.q'u|| ! 'ruL' il":L H34 R38, l4s
gs6 lengtn 10 ft (3'050 mm)' 12 ft (4660 mm)
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sM-400'
Perforatrice idraulica
Hydraulic drilling rig
SOILNNECl@I
t tyutautrt u u tg g
fho SM,t00 b a multipurpose drilling .ig
fffift $P followins aPPlications:
.rctodnq
l:ttg.dfig
Icoring
- dralri hole
lwaterwell
lhe dg can be equipped with ditferent rotary
iead lo operate the following drilling
sysleNn:
JorAFv DRILUNG
lVilh fre useof rollerordrag bit, core banel,
continuos flight auger and down the hole
ilammer. The rotary head has a max torque
ff 10055 lb+ft, max rotary of 457 rpm,
lpeed gear box, floating system and side
shitling device.
]'P HAMMER
lVittr top trammer having percussion power
up max 40,3 HP (30 kW).
-ROTOPlvith combined system of rotary head
laving max 10055 lbs.ft lorque and percus-
sion up lo max 40,3 HP (30 kW).
DOUBLE HEAD
To drill with the upper rotary head and
simultaneous driving ol the protective
casing with the lower rotary head.
The uppe' 'ntary hearl can be a 'otary hearl
of max 3688 lbs.ft torque and max 79 rpm
rotation or top hammer.
The lower rotary head has the same
characteristics of the slandard rotary of max
10055 lbs.ft torque and max 457 rpm
rotation.
The distance between the two heads can be
varied by hydraulic cylinder of 16 in stroke.
JET GROUTING.
The rig can be easly converted for exedrtion
of column treatments for soil consolidation
or waterproofing by iet grouting technique.
Single, double ortriple tube rods of diameter
between 2 3/8 in to 3 1f2in c'an be utilized.
The max high of the mast including the mast
el ension is 46 ft 10 in and it is possible lo
execute trealment with rods exceeding the
mast extension of few meter.
The heatment speed is stepless and can
be adiusled between 2 in/min and 15 tVmin.
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I AOTANYROIOPI AOIOP
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OTORE I'IESEL STANDARD POTENZA
irliuiG sars.gc'eLrre' Potenza max a zicc lpm 145 BHP (lm kw)
SOTTOCARRO CII{GOIATO
TWGTGzzA
I.ARGHEZZA
IIRGI.€ZA PATTINI
Iftffit^.t*,-o
La lesta motrice da 13.90 KNm e facilfi€nte
ir-aiiJimauite per perforazione con rotop
io-e-tcriloiJ torit"to iulla stessa rotary) ed ese-
;uzione di Jet Grouling
The standard rctary head ot 10055 lbs'ft can be
;;;i;1;;t"r, t6r aatins bv totop (petcussion
Z1ii6rn' tiii on tt.ra sam6 rdtary) and execution
;t Jet Groutj/l4'
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IffiA E SIVTTATORE IDRAUUCO
ffim^*fimfro-.,,
2800 rnrn
2300 mm
4)0 mm
G3.1 Knlh
0.059 MPa
60*315 firn
159l(N
43.8 kt{m
DIESEL ENCINE SrANDARD
CUMMINS 6BT5.9C'ELITE' Poten?a max a2100rpm
ASr B tt2 k
cR DLE STrcK€ - 785)3 hs
,tAX. FEED FOrcE- t7fl5 MMD('frts!_FoRCE uiwtp.^.,lotsr SP_EEO. FASr -
ts t.lp.n.
MAX. FEEO SPEED
ffiSsnnr" 'gJffisqlr^r!4gqry4 7e.4 kN
$ffffi,ffim,r*ff"i**. 'lli"**l
RorAEYyFlg ,fffjirca(w(E!)NAX TOSAIJEWoffin"rr*, "'q
ffi#nurrnt.. th
IESTA XOITTCE
@PRAilASSIMA
ffifi.*t*ENTo'TERALE
S1XlE'ffiHt"t,.o.
1 3.90 kNm (325 ltPa)
$157 |pm
3g) nvn
3
l()6 rrrn
'flfiffK,ourtt *l#
WlWbg*^r* orNti;h
EOPE LENGTH
iffffifi3.l1$*. T,'.$ffiru-L,lF3'srRATo oozft#ili
CAPACfTA R,hIE
wEtct{f }FI/IIHNE 23tflt6
cLA'ffANDHwnAUucJoNtsREAKEB r**t##Wffi-** &i.'t
Peso u ocfllt{a 105m Kg
3
4
13
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2 Como macchina comprendente motore, lmplanto ldrauli-
co ion sistema di LOAD SENSING € @fanatura Insono-
nzzata'.
Machine My induding gime novec hyrhaulic dant with
LOAD SENSING @ntol and soundproot anopy.
No. 2 stabilizzatori idrauli<i.
No. 2 trydaulic outtiggars.
Quadro comandi fisso per traslazione e mo/imentazione
macchina.
Fixed controt boad for timming a,rd posttkning o{ the
machine.
Braccio articolato per movimentazione anl€nna
Articutated boom lor mast positianntng.
Ralla rotazione antenna di 4x90:: :
4xgo' tumtable tor mast rctatior'- .
Anlenna guida aste con cilindro di posizionamento con
corsa di 1OOO mm.
Mast with 39 gA in slroke shodng cythdet
Carrello rotary con tulli di tegistrazione € Sistema di
traslalone lat6rale di 33O mm. i
Rotary cradle with adiudting rcile's and I 3 ln sid€ shifting
device.
Testa motrice standard c€ppia massirna 13.90 kNm giri
massimi 457 e cambio a 3 velocitA.
iiintaard rotaty head with 10055 tbs'ft max torque' 457
mm max rotation and 3 speed sledion.
Sistema di galleggiamento con t€sta,notdce standard'
F@ting syatem-with stalturd KtEIy lrc,€,d,
Morsa idraulica diametro mar 315 mm.
Ctamp max size 12 3/8 ln.
Svitatore idraulico diametro massimo 315 mm'
Breaker max size 12 318 in. .
Ouadro comandi su braocio rolatlte pff azionamento tota-
zione e servizi.
Conii ooara on rotating arm tor drlllfug atfr seflice
tundion.
Aroano di servizio cofl falconcino.
S;Ni@witdlwithiib.
Sisterna di quida € raccogli.nento t6l Hraund'
Guiing anZ tay-qtt dr,v{e tor lry&afic lre'
10
11
12
14
t.--
ACCESSORIi',.:ir.':i,'x, .
Dl PERFORMIONEI;::1: ': ' '
I molteplicl lmpieghl d€lla SM4(X) tichie-
dono aicuni accessoiiEhe possono esser
mor.:ad direttament€ sulla p€r{oratrite ed
azionati dalla st€ssa:
ARGANO CON PROLUNGA cfie consen-
ie di estrane 2 aste da 3 rn per volia ren-
dindo la manovra di estrazbne batteria ve-
loce. oer consentire tale manowa il gruF
po r6iary si sposta di 13 in dall'asse loro'
POMPA FOAM Per immettere schiuma o
acoua net foro hurante la perforazione'
Oulsto facilita lo spurgo dei detriti ed ab- '
batte le polveri di perforazione' Viene usa-
' ta anchi come pompa di servilo' Portata
max 21 lll a 10 MPa.
IMPIANTO ACQUA-ARIA che @mprende
il lubrificatore per faria d€l D'T'H' e le tu-
6aiioni oi -coilegamento slla testina di
adduzione (manirate od elettrico)'
GRUPPO MOI-A p€r l'affilatura dei taglienti
usati nella Perlorazione-
POMPAA@UAcon portata di 52'8 U'S'g/
min e Pressione massima 5 MPa'
CAR ICATORE ASTE per consentire una ra-
oiUa manovra ttserbatoio puo conten€re al
lrasSrno Z ase U dlarn. 3 h h,nghe I ft 10 in'
ASPIRATORE POLVERI per rendere I'am-
biinie Oi tavoro pulito e privo di polv-eri.' U1
luooo di lavoro pulito elimina il pencolo ol
sni&si, riOuce i costi di manut€nzione e
quindi iumenta la Produtliviti'
MARMITTA CATALITICA
COMPLENTARY
DRILLING ITEMS
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5s19. rN lXdrwp - a7@ C€SENA' ft^LY
. ld.(Ea7-3l9lll - tddu (E17€18t18T
HBR 605 D
ohrtechnik
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tecnVrsctre Daten HBR 605 D Turbo
Technicat data HBR 605 D Turbo
Staodardgerat
sl.rdatd ql
mat Zubeh6r -wilh a6essones
'| 1020 llg
11e7o kg
Crewicltt:
r,eigf(
OL-.:tmotor Deqtz BF6L
Oedz Oiesel-€ngine
Zugkraft
tensde force
Fahrgeschwindigkeit
speeo
steig{ehigkeit
climbir€ abilily
5 lvctTf
2300 mm
450 mm
29q)mm
%Omm
45o (|m
7@ fiun
sp€zifisctrcr Bodendruck
specific around Pressure
Gesamtbreite
total widlh
Fahrwe(ksbreite
crawlers width
tSnge der Fahrschiffe
length ol crawlg-lracks
Achsabsland
axle dstance
Eodeotreihelt
oround dea€nce
fr6tre der Fahrwerke
h€ilhl of th€ crawle(s
6300 mm
4(XXl mm
10 m/hh.
q)mhh.
mex. 50 KN
max.$KN
Gesamd:inge
total length
Vorsctruuenge
leed Gng(h
Vorscfi .rbgpschwindl gkelt
leed sp€ed
Ellgang
fasi feed
VorschuOfa'aft
{€ed force
Riidqt,gkaft
re{raclion force
m-14OUfti(L
20 - 14() Umin.
20 - 140 Umrh.
hydraulisctre Eededels{ung
hyclraulic capadty
alldkolben-verstellPumpen
axial pislon PumPSysfemdruclc 35() ba(
Zrfu|radpufliP€
ooaa oum9sye*n<fuac ?5ober
qdem P@ssrrre
f
The Source For Geotextile S0lutions:
Amoco Fabrics and Fibers ComPanY
rlr-I_nr=
ITE WATER DRAINAcE cOtrrpO6mI I t--r j- l -t-l I I
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Tfl'lir
rnrnYswo:
Vt{"tfi tijrcingse
f llli
prises, Incr
suite 200, olphoretto, gcorgioi -1 i t'- | ;a^+{v... ,r... ... . a J__.^
.:
30004 t9
fo334120J6
AVATLABLE T'ITTINGS
(J-DRain SwD-6)
6X6X6 T (a|NNECTOR
TYPI(,'AI, DR^TNAGE
Uf{lnrln.$ul
rluu sJ )) J'rJ. Jo
INSTALLATION
Ihe prifliory sleps h lhe i1stotofion proce$ ore os toltoh6:
l. Oet€rm,ne droinoge loyod Mark tiekj with chok line ol fench
toc.rrikccs Cul ond rerr(n/e sod pnor to tenchi(rg (Opltonol).
2. Itrg 1rs61'1ss o(e exco\ored 3 fic 4 inchef (50 io I OO rr,rn.)
wide ond o mirirnfn oi l2 inctns (30 cm.l cteep b p(omcrle
droinOQe in the rocrl r(x|e. &ench froilorns stputd dope o,r\n.
ot.006 nches.
3. Unrofi oflJ ploce t{ifh El/!t inlo tteoch cenierir€ wifh
lernporory wood stokes crnd bockfii with select bocklilt.
4. Remo/e temporory stokes ond fl(x)d tlench willr Miotef to
promofe p{oper cornpoclion.
5. Top off lreft:h wlh sond orKl re€loce scd.
6. Re.lun field to dov.
i{lftain SWO{
60 END CAF
LAYOUTS
i€
I
TO O{truar
rEs Eotrs
FAIRW^YS
l,l1.YLS
CrEO\tS crf,e|{3
l^la$/Als
l.AwtiS
RANI,OM IATTERA'
HIGTIWAY ED(;E DRAINS
sLO?l:
T{ CTI. GRDIRON
'ATifERN
.ATHL[II(: FI'.LDS
f{8ain SW[-12 /SW0-18
TYTI(AL EEN.ruXCBON€ TATTT.RN
-t-
/slll0-24/swo{6
tacKlrr I.
,li.usm
TYPTCAI, IIIGIIWAY EDGE DRAIN DE'I'AIL
--L-
BACKFILL: Thc oornrl brddBl nrtc.lr! i3 thc.f,crvrtcd toil.
Prior to urq ft ie higtly rccornocod.d rh.t th. b.cldU E.taritl bc
cvdurrcd by r qurlificd gcotcrbucrl toflr ubontott Slould
brc&fill mlcirl bc unrohrblq rcc brc*flll rcqulrcrnaB oa
oppocltc prga
FIffIlilGS: End-osrr. Sidcou(r rnd Spllccs
-, lll r--l- --
J.Dnda gWI)-f 2 k r v.<y cott ctf.c-
ai',c rlrcrottivc to r grred mkd trcrch
rad plpc dniorf,c sl|rtcltt lt dimimLJ
drc crpcnsivc crcrtr(ion rnd gFrvol
cdtr lr tv.U rs consldcreblc |rviagl
in hbor. For rcconocndcd dnin
4'rcing rad derigl $dar|accr cottlc{
:,oenlfucforcr.
,alrt tnJrt
lr^sE corrRs€: ir;
ili-:ii
/ti't.'il t',',, :
SYNTHE.I'IC FIEI,D DRAINAGE HIRAiN Slf[.rz
! 1: 7,i1'r1! /';
T
o sr' O
TYPICAL SYtfNlEfl C TURT (NOS8 SECTION
G tlt. coLLCcTon Pte E
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ufA
3J!is.
t{nrh 310{
TYPIC^L.-FOOI.8AI,L FIELD PBAINACE LAYQUT
l-llsain slf,ll-6
I x t|-qw ro otlcll^L(:l
& socc€R Fltl l)s cli ;<)R A'\NOll-:!!?
itA;r
IO
li!
oa?tnfn?t $lorlr{f.4Y|rDrarrlTl a .5 DEctlE3
r.,olt' coNricc I tvlANUHc lunrn toR stMil"t{R I AYotJTs FoR BASFU\I I
DESIGN ASSIS-'AI{CE,
PHYSICAL PROPERTTES
.-._a- .:_ : -_:.:lFsr.r4flHoD..'..' _ VALUES
CORE
ASIMD 162l /.5dl6rf 366Wm2
NTM0-4/16 lT0ggry'fLwidth 2.100 Umirvmwidlh
CorrpcssiveStrength
s{.Pt.ANt lLo$/.
Oll,blE pst A H\^lroulic Gractent .. I
flcrr/
. Mune{r 8u(5l
Punclu()
U. v. Resisl('rcc
eppqent openqg Sce (toSl
G'ob bngle
|&'| $ze' t€.\glh'
wkJt|ts:
FABRIC
ASIM 0-4491
AslM 0-3786
ASIM D4833
ASTM D.4355
cw-02215
ASIM t>'6632
lS0gpnvsl 6,1 l0lprwsq.m
| 85 Psl 1.270 loA
55 b6.0.24 td{
7u%(o-)5o0 hrs. /096@500 h's.
70 U.S.sicve 0.21? rryn
90 1.8S.
150 tr
o.4 lN
45.72ftl€tel6
6. | 2. t 8. 24, & 36 inches
15.30.45,60. &90cm.
Bc sure l<.r visil <rur nebsite ol htlp://www.j droin.com
I IDn Entgrprises, Inc. erno',F'mds@'do'.conr
t ZC2souf,rrnoinstreet. suneft0. dpft1dklgoSq;o4. l-8@{43-/569. IttJ442-146l .totllo{6a'1951
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ocsav€cf: 6/27 /oo
Jun-z7-OO Oul:
15:29;
I4P O
417{-2165+3696 -> Yenter Coorpanrcs, I|-rc_ ; '")9" z
ida tems.Tx 817-l-4 3696 P -O2
Hg
ffiw,wfl,Hr-tfil/.tw'!o & f
'!
l
ilotrilA- srzE 1{Ito
PTf,T ilil8m 8r{lm{ro 8t6K{t{t0
tg (tVmnt 2Snlil,o JJ|O/E{i
tO. (N./rnn r.559^2.{urElfl,lt (tt1qd_r5!0/90t 12fi1101,1
ftnilnnr ${r/7t6 7fl
Iuntt{t Foftls 00 il,l0 tllr0
[0. 0r.){{, -.q)8 +0 -.00Et (lt)i.t?5 t r25
Hrn{r (|s.)e99 62lt
UINNL
EICITC REFTTilCE IIH.DO
rfttrrAilru ltnNilc rcc I0
Nilt A 51H5, IrPE 5 (mil)
ffi,fiflfi^'lfrt mD m^''N
$AflIsS UUlrilUL nsrc
tmm0$ I0 ASIU 1519,
$AE C1026
l||il. rEI[ 80 lcl
lril. lIlB 95 16l
Ittll. B- lN 2': 208
A- P fiT il7K(rt0 UAS 807K1t410.
NoItr{At stzE ft It fg te fto ftt
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8150 Rtuer Road . tlgla, 8.C., V4G 185 . Canada . ptrone: (604) 94S5571 ' Fax (6(X1 94&5548
Ernall: con {ectr@contedreystems.com . tlGbsfte: ttmrv.contedtsystems.corn
June.20fl)
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r6?8 Red Rock Road
sainl Paul, Minnesota 55164
CERTIFIED TEST REPORT
#10 TB.
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75
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MECHANICAL TEST REPORT (Melricl
MECI{ANICAL T€ST R€PORT
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