HomeMy WebLinkAboutB10-0369 B11-0358 SPECIFICATION SHEETS fl R E HAN CHtTECTS
Q GLAS LE T AR
D u M D C
U ES tNC / AIA
GENERAL NQTES
SHEPHERD RESO RC
_ .� �. _ .�
. 2 TH�CK - 4 0 6 WIDE WALL STUD ONLY STUQ Fb = 700 PSS _ '
1: �IVE L
�ADS USED IN DESTGN.
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_ - I BOX 1624
_ POST tJFF CE
S THTCK S AND WTDER ALL TIMBER MEMBERS NOo 1 Fb 13S@ P52 '
� )
. LLOWABLE ST SSE ARE M NIMU S A D ON PE"fTTVE US S RTOR
A; ROOF ; SLOPE > 4.22 80 PSF.
NOTED A RE S I M N FOR N RE E P
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- ON C4LORADO 81620
Q ABLE 5�RESS I C EASE5: , A V
TO AL.L W N R _
_ 0 P F
B.' FLOOR
1 0 5
- ` _ T470 949 3302 F970 944 5 f 2 f ,
B. WHEN RRESERVAT�VE TREATED LUMBER I5 RE UIREP BY CC�DE ALL CONNECTIONS laND
Q
AILING SHALL BE ADE UATELY GALVANIZED DOUBLEDIPPED O�t BETTER o
C. IMPORTAN[E FACTORS
N Q � }
W SRIA GHITE T. CO
CATEGQRY
I
W W. ft C M
C. TRE
ATEQ SILL PLATE LUMBER MAY BE 'HEM-FIR _ STRUCTURRL #1l GRRlDEe
T E 1 �
SEISMIC FAC QR I
WIND FACTOR IW
1
F EiV AI.L WOQD MEMBERS WITH COMMON NAILS ACCORDTNG TQ THE IBC SCHEDULE `
D. AST
2 0 -9.1 UNLESS NOTEQ OTHERWISE. ;
I D
TABCE 3 4
D: W N
5
90 MPH _ '
3 SECOND GU T
C AND OR ORIENTED STRAND BOARD, :
FASTES
T MILE 85 MPH
E. P�YWOOD DE K
/ _
T ICF.N SS SHA�L BE AS SHOWN ON THE DRAWTNG. APPLICATTON SHALL
: 1. PANEI. N E
EXPOSURE
B
CC , A CE WITH RECOMMENDATIONS OF THE Ah1ERTCAN F'LYWOpD
BE 'IN A QPD N
E. LIVE LOADS ARE REDUCE
D PER` CODE TF APPL
ICABLE.
ASSQGIATIOfl.
A L BE IDENTIFIEp WITH THE GRADE-TRADEMARl� OF THE
2. EACN PANEI: 5H l.
. I A L OOD ASSQCIATION AND SHAIL MEET THE RE UItZE(�9ENT5 4F
ANiER C N P YW
INTERNATIONAL BUILDING GODE 2@09 EDITTO
N. Q
F. CODE USED IN DE5TGN. ,
Uf7S AN A D PST LATEST EDI TON FOR PLYWOOD. �LL PARIELS
U.S. PROD S D R T
T �
A DfE 0 URFACE PERMA ENTLY EXPOSED TO THE _
2. TESTING INSPECTTONS
_ANQ OBSERVATTONS,
W
HICN HAVE NY E R S N
,
T SHA�L BE OF'.THE EXTERIOR YPE.
t�tEA NER T
.�
A G dSURE I PUAILED I H
3. OR ROOF USE 5 8 40 20 SPAN R TIN EXP 1 SHEi4TH NG tnt T
F /
N
/
R CTTQ . )
I PECTIONS OF CONST U �
T E STRUCTURAL ENGINEER DOES NOT PRQVTDE NS
A. H
_ �� ,.
6 ON EN ER ALONG PANEL EDGES ANp 2 ON CENTER AT
T
8d NAILS A C T 1
PE IODIC OBSERVATTqNS 4F H�
STRUCTURAL ENGINEER'MAY MAKE R
, N3ERMEDSA`E SUPPORTS. ' ALL PANEC 'EDGES SHALL BE BLOCKED.
I ED
T
TON SUCH Q65ERVATTONS SHALL N4
T RERLACE RE U R
CdNSTRUCT Q
, _
�, U G SU OR Y USE OF �YCLTPS TQNGUE A!�[�
V A SPEC
IAL
3.- INSTALL S _TABLE ED E PP T 6 P
,
A THORITTES OR SER E S
Y E GOVERNING U
INSPECTIONS B TH
,
�� O VE PANELS OR SOLID WOOD-BLOCKTNG SUPPORTS
GR 0
:I TERNA'i'TONAL _
A MAY BE RE UTRED BY C
HAPTER 17 OF 7HE N
INSPECTIONS S
Q _
DE 2 09 EDTTTQN.
_ L G CO 0
BUI DTN
,
_ . WOOC? DECK.
F
L SP CTQR UNLESS
P CIA IN E
I SRECTE
D BY THE S E
B. THE FQLLOWING
WORK 5HALL BE N
C T G S A L BE 2x T&G DOUGLAS-FIR LARCH E=1 760 000 PSZ Fb=145@ RSI . _
TH BUILDTNG QFFICIAL.
WQQD DE K N N L
� a , o )
' SPECIFTCALLY WAIVEC3 BY E
, _ CED T CE T R OF SUP OR EMBERS WI H AD7 CENT
N S S ALL BE SP T A N E P T M T A
O PREPARATION
PL.A K H L
1, S T�
_ E TE SUPPQRT ME BERS. EAC DECK LANK SHALL BE -
a EARTHWORK'`EXCAVATION PL.AG�MENT `AND -C4M
PACTTON �F FILL AND IN PLACE
PLANf�S SPLTCED AT ALT RNA M N P
, . ,
- A E T0 E TONGUE OF' THE AD70INTNG COURSE WITH 8d NATL� AT 24" OtV
A T N IE. R TH
L O CONFORMANCE WITH THE APPROVED
SL N
DRY DENSITY OF THE 'CQMPACTED FIL F R
"E N TE LANK NATLING OFFSET 12,.. NAIL EACH PLANK TQ EACH ` .
REPQRT.
CENTER WTTH AL R A P
,
0 T I -16d NAIL5-I ,STRAIGHT 1 SLANTEQ. WQOD DECKTNG SHALL BE GLUER
SUPP R W TH .
2. CONCR
ETE CONSTRUCTION
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. . . . . . . .. . .. � .. ' . . . . . . . . . . p .� `' . � � . . . .. . . . . .. .. .. .. . . . .. . . . . . . .. � . . . . . . . , � . . . . . . . . . . ' . . . . . � . � � . . .
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� THE GROOVE ]OINT WITH 40/ GLUE CO ERAGE
ION O R
EINFORCTN6"STEEL.
N
. PERIODTC INSPECT F
� .
GN TX
E UTRE DEST M .
b. PERIOdIC VERIFTC
ATION OF USE QF R R
Q
- UGTURI�L ELEt1ENT5
T TIME FRESH CONCR
E'i"E IS SAMRLED TO
8< NON STR
c. CONTINUOUS INSPECTION AT ME
M S UMP AND AZR
G H TESTS PERFOR L
' FABRICATE SPECIMENS FOR 5TREN T ,
T ACHED TO AND 0 SUPPORTED BY THE STRUCTURE SHALL T.AKE INl'O '
A, ELEMENTS A T R
NT ESTS AND 'dETERMINE' TNE 7EMPERATURE dF THE CONC
RETE. /
CONTE T
E LEC'"IO S AND OTNER STRUCTURAL MOVEMENTS. _
O C TE PLACEMENT FOR PROPE
R
' ACCQUNT D F N
a. ca
NTINUOUS INSPECTION OF C N RE
N" ECNNI UES. _
APP�TCA�'IO T
Q
aATE ISS E
SH L OVIDE D Ll EE
U
AT TE ANCE OF SPECIFIEQ CURTNG TEMPERATURE B.
FIRE PROTECTTQ{1 FOR ALL STRUCTURAL PARTS AL BE PR q AN SNA M T
e. PERIODIG INSPECTION FOR M N N
O[3E E UT EME TS FQR THE TYPE OF CONSTRUCTION SPEC�FIEq BY TNE 06.28.10
CtaNCEPTUAL QRB
AND TEGHNI UES.
�tLL C R Q R N
Q ,
TECTU L RAWINGS`. STRUCTURQL STEEL MEMBERS SHAL�L: BE CONSIDERED
`, ARCMT RA D
08.06,i Q
FiNa�aRa
STRAI ED UNLESS NQTED �THERWISE.
3. FOU
NDATIONS
UNRE N
9 0 ISSUE FOR BID
0 . I.Id
_ 9. GENERAL
A. MAXTMUM SO
IL DESI
GN PftESSURE
2000 PS
F `
REVISION#If PERM T
10.04.10 I
` ACC PT CE MUST BE 5EGURED FOR ALL STRUCTURAL 5U�5TITUTIONSa
E GINEER S E AN
ATT NS IN SOILS REPORT N0,11@ 164 A Ae N
B, CQNTRACTOR TO FOLLOW ALL RECOMMEND 0
04.15.1 i HULE#3 PERMIT
4 7 LY 29 2010. :
CAL INC. DATED U
BY HEPWORTH PAWLAK GEOTECHNI ,
, -
_ (
REVISIQN
laTE PRQQ�ING VAPQR BARR3ER5 ETC. SHALL BE AS SHOWR! ON TH� I0.17.) f
` B. W R s , ,
_ EC URAL DRAWTNGS AND AS .INDI�ATED IN 7HE SPECTFTCA�'ZONS. _
C. ALL FO�TING BEARING ELEVATTONS SHOWN AR
E 'ASSUMED. EXACT BEARING
ARCHIT T
EL
EVATIONS-SNALL BE VERIFIED TN THE F
IELD WTTN ACT
UAL CONDITIONS BY
I ENSIO S'ON STRUCTURAL DRAWINGS SNALt BE CHECKED GAINST FIELQ O.ND _ - ,
O FQQTTNGS G. ALL D M N A
C NTRAC'i'OR WITN APPROVAL OF SQI�S ENGINEER AND ALL BQTTOMS F
0
,� A I ECTURAL,bRAWINGS. '
EXTERIDR 6RADE.
RCH T
E A INIMUM OF 48 B�LQW _
SHALL B M
RAL OIL QR
A ED ON FIRM UNDISTUR
BED NATU 5
D, ALL `FOOTTNGS ARE TO BE PL C ,
,
_INEE . BAC FILL _ :
V BY THE SOILS ENG R K
L OMPACTEI7 BACKFILL APPRQ ED
PROPER Y C ,
o _ ,
TE PROCTO
R-,DENSITY PER ASTM
MU ODIF p
C AG EQ T0 95/ MINI M M
SHALL BE OMP T
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D1557 UN�E55 OTHERWTSE RECOMMENDED IN THE
SQTLS REPORT. IF 5
OFT SPOTS ARE
FI C RE: SOII.
CT WITH /aPPROVED L
ENCOUNTERED'REMOVE SOTL AND`RECQMPA (
G 'S IL . _
DE RIPT20N OF BEARIN O
REPORT FOR SC
)
� Y O EACH SIDE OF FO
UNDATION WALLS IN 12
E: CONTRACTOR SHACL BACKFILL EQUA L N
INCH MAXIM
UM VERTICAL LTFTS OR AS RECOMM
ENDED TN TNE SOILS REP
4RT: REFER -
F LL MATERTAL.
I�aLE #3 PERMIT
TO SOILS REPORT FOR BACK T
O D QTHERtd
I5E dN PLANS _ '
F
. CENTER ALL FOOTINGS UNDER WALLS UNI.ESS N TE
AC ED
D ITY TESTS
C1N Ct7MP T
G: CONTRACTOR TO PROVIDE AT H
IS EXPENSE FIELD ENS
a , `
D R FOQTINGS:
FILI.. N E
U
AY
AVATION IS COMPLE
TED SO THAT CONQITIONS M
NOTIFY SOILS ENGINEER WHEN EXC SEPTEMBER 49 241(
N. �
Y LL OR CONCRETE.
P�ACEMENT OF AN FI
BE INSPECTED,PRIOR TO _
O OTLS REPOR
T AND CIVIL' DRAWIN6S.
OIL DRAINAGE RE UTREMENTS REFER T S
I, FOR S Q
4, SLAB ON GRADE " ;
- ..,�,
.. . . . . . . . . � . . . . . .. � . . - .. . � � . . . . . . . . . . . . . ... � . .. . . . . � . � 4 . . . . . ..
L BE IN STRICT
A. THE PREP
ARATION OF THE SUBGRADE FQR TNE
S�AB ON CiRADE SHA L
_ � ��`' '`
, .,,�,
� r�
.� +,
#
� .
....,,d u
V l" E .
dRT, EFERENCED ABO E. N .
ACCORDANCE WITH THE PRQ7ECT SOILS REP R � , , ,,7+�
t ,� . .
> . �?! ;� C� �
. . . .. . . . . . . . . . .. .� . . .�� . . . . . . . . . . .. . . . . . � . . . . . . . . . . . . . . . . . . . . . . . r r ..,. .. . . . �
. . . . . . . � . .
. .. . . . . _ . . . . � . . . . . . . . . . • . .,. � . � � . . . ..
. . . . . . � -'Y . .
. . . . .. . . . . . . . .. lf .� .
EGARRING THE'SUBGRADE PREP
ARATION
CONTRACTOR SHALL DIRECT' t1ESTIONS R ,� �� r.� , .
Q , ,,.
�. . .`'�
�� .
� "b
. .
ICAL' ENGTNEER.
�. . .�t
,d ..4!
T E GE TECHN ,�. �
RE UIREMENTS TO H 0
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. . .. . . . . . . . . '�M f .
. . . �.� . . . .. . . . . . . . . . . . . . p�y w.- . . .
. . . . .. . . . . . .. . . .. . . . . . . . . . . . . . .. .. � .
. . . . . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . d.� . ,. .. . . . . .
. . . . . . . . . . . . . . . . . . . . w� � . . . .
...�.� . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . , . '� . .
a
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v..� ,
. . . . . . . . . . . . . . . . . a r . . . .
Q AGE TO ANYTHING
ca►vNECrFa
B O GRAdE MAY CAUSE AM
'B. MOVEMENT OF THE SC.A N
. . . . .. . . . . . . . - . . . . . .. . . . . . . � �.�.A . � . .. .
� � ' .. . . . . , � . . . �. .. . . .. . . . � . . . . . . . . . � .. � . � . .. , . .. .. . . . . . . . � . . . . � � � . . .. � � � . . . � . � . � . . . . . � " � .. . .. . . . . . . . 9 . . ' . . . , . .. . ��.
I LATTON `
R O S QF THE SUPERSTRUCTURE, SO
TO BUTH THE SLAB AND OTHER PO TI N
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. . . . . .. . . . . . . . . ��.:.. : ... , . . . . . ''b.. ♦ �. . . .
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. . . . . . . . . . . . �. . . . . . . . . . . .. . .. . . . . . . . . . . . . . i w . . . . .. . . .
D R FER T0 'T E �
F ZNG AND OTHER ZTEMS M
AY BE RE UIRE . E H
DETAICS QR PIP Q .Z . . , ..,
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F THE
. . . c�
LE EMBER 0
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DRAWINGS OR CONSULT WTTN
THE `RESPQ
NSIB M
APPROPRTATE a ,� . . . ,5..:
Ra .,.� . r
�
: , ., +
TO NNECTIN
G TTEMS TO BQTH"THE S o
LAB ON GRA
DE AND OTHER
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GN ERM PRIOR C4 .. . , :,'
DEST T
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. . . , . . . . . . . . . . t . . .
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PORTTQNS OF THE SUPERSTRUCTURE. , _
5. CONCRETE _
_ a TLAND CEMENT
A E'WITN TYPE I II POR
A. ALL CAST IN PLACE CONCRETE SHALL BE M D / ,
G E UIREMENTS: "
dL�QWIN R
TONE AGGREGATE AND' SHALL SATISFY THE F _
S Q -
' - 2
PR(� ECT.
: $ bl
. � : O % AIR ,RE .
�
W G RATT
ETE T E F C MIX TYPE (NAX /
CONCR T M < 2
._:, .
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r , . .. ..,_
.;
; � r _�_ _ :__
T NGS � 2500 si S
TD .
FOO T , p ,
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EXTERTOR CO R . . , , .,
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.. �� ,. �eIL �C�LF ��UR E
. V S
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i 5 D _0.45 6/ 8/
SLAB ON GRADE 4500, 5 T
P
��
P L NOT EXCEED 4 .
++ A M SLUM SHAL
M KIMU
LI� HT�JI [ f�� SHE�.TE�:S
C. CONTRACTOR SHALL SAWNT 4R TROWELCUT 70INT5 IN S
LABS QN GR
ADE. 70INTS , _
1 4 OF SLAB DEPTH X 3 16° . _
AW UT OR TRtJWELCUT /
SHALL BE SPACED 2.0 FEET AND S C I
RC MENT THROUGH
RY LL SLAB REINFO E
WIDE WITHIN 12 HOURS AFTER POURING. "CAR A
7QINT. ,
` P ANE. ANY STf}P IN -
, D. SLABS AND FOOTINGS SHALL NOT HAVE 70TNTS
IN A HORIZONTAL L
_ ,�� ...
R ICAL'-
�.
AD A TNTR
D POINT O� SPAN WSTH VE T
CONCRETE WQRK MUST BE M � T
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m���., .�,..�
WN ALL
,rm�,.�
H WISE SHO . .�^.�
L OT ER
LK EADS AND ORI
ZONTAL SHEAR KEYS UN E55
BU H H _
� �
, �� ��
; �-^� ,
A Q AILER OR AS REVIEW
ED BY THE ENGINEER.
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CONSTRUCTION
JOTNTS SHALL BE S ET
V
A L C�L R� C� :
V I O
,
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E. A�L CONCRETE WdRK AND RETNFORCEMENT DETAI
LING SNALL BE IN ACCOR
DANCE
� .
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RW SE. USE
WITH AGI BUTLDING CODE;,318 L,ATEST EDITION UNLESS
NOTED 07HE I
,
' ��:
N TED OTNERWISE. A
LL EXPOSED EDGES QF
�
K FOR DOWELS UNLESS 0
S
TANDARD N00 S ��
HA�L: AVE 3
4 IAECH CHAMFER.
CONCRETE W4RK S H /
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6. RETNF4RCEMENT
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✓ , �^ p /� /^� �^
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q (H ° „ a�Pa � ,, ,. _
_ MING TQ ST TE
'T D FORMED BARS CONFOR V E�Ef�►C1L �V J
A. ALL REINFORCING SHALL BE HTGN STRENG H E ,_,,y,,, �uw �,v ,:
X � � r , ,
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BE
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E NCHQ 5 WHTCH SHALL � e �"'
STIRRUPS
AND PLAT A R
EX E T TIES � �
A615 GRADE E0 C P
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. dNCRETE POURED IRI FdRMS EXPOSEP TO WEATNER O
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T EDITION. `
7.5` 7.6 AND 7. OF 8
SECTIQNS �
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`_ A DETATLER OR
O LICES OF REINFdRCEMENT SHALL
BE MADE EXCEPT S
rn E. N SP
3
E PE MTTTED SHALL
ER. LAP SPLICES
WNER R
AUTHORIZED-BY TNE STRUGTURAL ENGTNE ,
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A ER UNLESS NOTED
NI M OF '48 BAR DIAMETERS FOR
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� SSQCIATION AND CONFORMTNG T
O INTERNATIONAL
WESTERN WOOD PRODUCTS A
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_ DOUGLAS MILLER DECHANT ARCHITECTS
GENERA� NOTES
SHEPHERD RESOURCES INC / AIA
1. LIVE LOADS USED IN DESIGN: 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI
', 5'° THICK - 5° AND WTDER (ALL TIMBER MEMBERS) NO, 1 Fb = 135@ PSI P O S T O F F I C E B O X I 6 2 4
' A. ROOF (SLOPE > 4:12) 80 PSF NOTED AL�OWA3LE STRESSES ARE MINIMUMS AND FOR NONREPETIT\!E USES PRIQR
TO ALLOWABLE STRE55 INCREASES. A V O N C O L O R A D O 8 I 6 2 0 .
B. FLOOR 100 PSF
B. WHEN PRESERVaTIVE TREATED LUMBER IS REQUIRED BY CODE ALL C4NNECTIONS AND T9 7 0 9 4 9 3 3 0 2 F9 7 0 9 4 4 5 I 2 I
C. IMPORTANCE FACTORS NAILING SHAL_ BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER)p !
, CATEGORY I WWW.SRIARCHITECT. COM
SEISMIC FACTOR IE 1 C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE.
WIND FACTOR IW 1
D. FASTEN ALL W�OD MEMBERS WITH COMMON NAILS ACCORdING TO THE TBC SCHEDU�E '
' D. WIND TABLE 2304-9.1 UNLE55 NOTED OTHERWISE.
, 3 SECOND GUST 90 MPH
FASTEST MILE. 85 MPH E. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD.
' EXPOSURE B 1. PANEL THCCKNESS SHALL BE AS SHOWN ON THE DRAWING, APPLICATION SHALL
' BE IN AG�ORDANCE WITH RECOMMENDATIONS OF THE AMERICAfV PLYWOOR
E. LIVE LOADS ARE REDUCED PER CODE IF APPLICAB�E. ASSOCIATCON.
2. EACH PAN=L SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK QF THE
I F. CODE USED IN DESIGN: ' INTERNATIONAL BUILDING CODE, 2009 EDITION. AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREPIENTS OF
! U.S. PRO)UCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL. PANELS
, 2. TESTING, INSPECTIONS'AND OBSERVATIONS: WHICH HA'✓E ANY EDGE OR SURFACE PERMANENTLY EXPOSER Td THE
WEATHER iHALL BE OF THE EXTERIOR TYPE. '
I A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. 3. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE 1 SHEATHIIVG NAILED WITH
STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE 8d NAILS AT 6" ON CENTER ALONG PANEL EDGES AND 12" ORI CENTER AT '
CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INTERMEDCATE SUPPORTS. ALL PANEL EDGES SHALL BE BLOCKED.
' INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL 3. INSTALL iUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND
INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL GROOVE P�NELS OR SOLID WOOD BLOCKING SUPPORTS.
BUILDING CODE, 2009 EDITION.
F. WOOD DECK
B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLE55
SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. WOQD DECKING SHALL RE 2x T&G DOUGLAS-FIR LARCH (E=1,7k10,6�0 PSI, Fb=1450 PSI}.
1. SOIL PREPARATION PLANKS SHALL BE SPL.ICED AT CENTER OF SUPPORT MEMBERS WIl'H ADJAGENT
a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND IN-PLACE ' PLANKS SPLIC=D AT ALTERNATE SUPPORT MEMBERS. EACH DECK P�AIVK SHALL BE
DRY DENSITY OF THE COMPACTED FI�� FOR CONFORMANCE WITH THE APPROVED SLANT-NAILED TO THE TONGUE OF THE ADJOINING COURSE WITH 8d [VAILS AT 24" ON �a� ,A;�
REPORT. CENTER WITH aLTERNATE PLANK NAILING OFFSET 12". NATL EACH PLP,NK TO EACH
2. CONCRETE CONSTRUCTION SUPPORT WITH (2)-16d NAILS-1 STRAIGHT, 1 SLANTED. WOdd DECKING SHALL BE GLUED A � x,
a. PERIODIC INSPECTION OF REINFORCING STEEL. IN THE GROOV= 70INT WITH 40% GLUE �OVERAGE. `�` ��
b. PERIODIC VERIFICATION OF USE OF REQUIRED' DESIGN MIX.
c. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO 8. NON-STRUCTURAL E_EMENTS '
FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR
CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. A. ELEMENTS ATTaCHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAIfE INTO
d. CONTINUOUS INSPECTION OF CONCRETE P�ACEMENT FOR PROPER ACCOUNT DEFL=CTIONS AND OTHER STRUCTURAL MOVEMENTSD '
APPLICATION TECHNIQUES.
e. PERIODIC'INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE B. FIRE PROTECTCON FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET DATE ISSUE
AND TECHNIQUES. ALL CODE REQUIREMENTS FOR THE TYPE OF CQNSTRUCTION SPECTFIED �Y THE 06.28.10 CONCEPTUALDRB
ARCHITECTURA_ DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED
3. FOUNDATIONS UNRESTRAINED UNLESS NOTED OTHERWISE. 0$.Q6.10 FINAL DRB
A. MAXIMUM SOIL DESIGN PRESSURE 2000 PSF 9. GENERAL 09.01.10 ISSUE FC1R BID
10.04.10 REVISION#I/ PERMIT
B. CONTRACTOR TO FOLLOW AL� RECOMMENDATIONS IN SOILS REPORT N0.110 164 A A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIdNS. 09.15.11 H OLE#3PERMIT
BY HEPWORTH-PAWLAK GEOTECHNICAL, INC. DATED 7ULY 29,' 2010.
B. WATERPROOFINIi, VAPOR BARRIERS, ETC., SHALL BE AS SHOWN ON THE 10.17.1I � REVISION
C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ARCHITECTURA_ DRAWINGS AND AS INDICATED IN THE SPECIFIC,4T30NSo
ELEVATIONS SHA�L BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY
CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS Co ALL DIMENSIOIJS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AG,�AINST FIELD AND
SHALL BE A MINIMUM OF 48" BE�OW EXTERIOR GRADE. ARCHITECTURA_ DRAWINGS.
D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR
- PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL '
SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM
D1557 UNLE55 OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE
ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL
REPORT FOR DESCRIPTION OF BEARING SOIL).
E. CONTRACTOR SHA�L BACKFILL EQUA�LY ON EACH SIDE OF FOUNDATION WALLS IN 12
INCH MAXIMUM VERTICAL �IFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER H O L E �� P E RI"IIT
TO SOILS REPORT FOR BACKFILL MATERIAL.
F. CENTER ALL FOOTINGS UNDER WAL�S UNLESS NOTED OTHERWISE ON PLANS.
G. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED '
FILL UNDER FOOTINGS. !
H. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED 50 THAT CONDITIONS MAY SEPTEMBER 09, 2011
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.
I. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS,
4. SLAB ON GRADE .
A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT ; ��,��
ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE �.y�;� qe.����
CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION �_��,� ��P ,a$ry �
REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. �k,��"' �?�:�M`-
;�.� �� �µY., , �'°J��
B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED ��� °�" e�`tiS".- }
. . . . . e�as�.
TQ BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION
„�k ,e , .,, .,
DETAILS FOR PIPING AND OTHER ITEMS MAY BE REQUIRED. REFER TO THE �� lp� .,,r�
APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE � titi:k^� .�,� ��;r ^
DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND OTHER ' ,`;' �ti , �
PORTIONS OF THE SUPERSTRUCTURE.
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5. CONCRETE
A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, ,
STONE AGGREGATE AND SHAL� SATISFY THE FOLLOWING REQUIREMENTS:
. PRO ECT: 8261
CONCRETE ITEM F'C MIX TYPE MAX W/C RAT20 % AIR REQ. �
iP'.°.a�^,;�z'v,r�"��L„,�A�4�r'�
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FOOTINGS ,,, 2500 psi STD � --- ---
EXTERIOR CONCRETE (++) �����.�„�'��.:`� . �'"�.,,�'`°D p o
SLAB ON GRADE 4500 psi STD 0.45 6/-8/
++ MAXIMUM SLUMP SHALL NOT EXCEED 4". LI��T� � �� S� E��E��
C. CONTRACTOR SHALL SAWCUT OR TROWELCUT 70INT5 IN SLABS ON GRADE. JOZNTS
SHAL� BE SPACED 1.0 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16"
WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH
70INT-
D. SLABS AND FOOTINGS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN
CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL
BULKHEADS AND HORIZONTAL SHEAR KEYS UN�E55 OTHERWISE SHOWN. ALL '
CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. VJ'1[L� ��L���� �"`�
E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE ��
WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE
STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF � ���" '
CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. � �.
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6. REINFORCEMENT �
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A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM G EIV E R/`1 L N OT E S
A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE �� �
DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. �
B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE �
LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. �;
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� C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE:
N 1. CONCRETE POURED AGAINST EARTH 3° -
co 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"
c°�i D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH ` �
� SEGTIONS 7.5, 7.6 AND 7.7 OF ACI 31$, LATEST EDITION.
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m E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR � ��
� AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHA�L
° BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMAL�ER UNLESS NOTED
. N � . . . . . . . . . .
Q OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. C� ��, � _�, �l � t_��
v F. PLACE TWO #4 (PER 6" THICKNESS) WITH 2'-0" PRO7ECTION AROUND ALL OPENINGS IN P� �} °� ;
� CONCRETE SLABS. � �k�1 �.� ����
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m A. ALL FRAMING LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY j
� WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL
� BUILDING CODE AS FOLLOWS: �
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