1067 BEACH AVE - ACCESSORY DRAWINGSTINUEDI' PI YWOOD WALL-001ATTANQ
\NDRAILS & GUARDIR -'IlEATHING, 75211,93.
'PR" ----ENGINEERED S] 15/32" APA RATED OSB
N Li Eill, 0 TO THE ENGINEER OF RECORD FOR -0 OF' SHEATIHING AT THE FOUINDATION SHALL BE ZIP PANEL
FORMWORK & 51100INC- )NT'N D FR ES Vi 0 R 1 N G Vp to c3 Is !3 111, L L. E3 E i 2125 1.1 E EC-TURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION. COMPLETE SHOP DRAWINGS (INCLUDNG PANELS SHALL 13E ORIENTLID PER 1/S7o-. THE FiRST 4
,�\��D SEALEIF,', SHORING AN w 1!11 1 G, S. SEE ARCHIT
FINAL SIGNED , -OF; HIS USE 7) l[ASUFRE COMPLikicFE WITH THESE DRA'V LL LOADS CLEARLY INDICATED ON 'THE CALCUL-ATIONS & SHOP DRAWINGS, TYP. THROUGHOUT. MINIMUM SIZE bF CONNECTION SHALL BE 8,,d COMMON NAILS TO WOOD. MAXIMUM SPACING OF
THE PROJECT AND THE THRES3HOLD BUILDING iNSPECTOR OF' 857, OF LDE' MIEMIBERS, COMPONENTS, CONNECTIONS AND A SYSTEM AS WELL AS
CONCRETE HAS ACi�--IIEAILLl 1-�
SHALL BE STRIPPED, AND RESHORED 1UNTIL. C - -1 �1__F T T SHOP DlRAWINGS SH��LL SHOW & SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE RAILING CONNECTION SH,L\\L-L BE 6" O.C. EDGE & 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT
NO FLAT SLAB . C"E. BAS"D O�,,,,, THIE LO'AlEbT C'ONCHLI-_ STRUCTURAL FRAMING SYSTEM) FOR CONSTRUCTION OF STAIRS,
STRENGTH AND 72 HOURS OF AG CONNEC',TIONS TO AND LOADS IMPOSED UPON THE ENGINEER LICENSED IN THE STATE IN SHEARWALL.S.
HANDRAILS, AND GUARDRAILS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL
WHICH CONS3-i'Rl, R AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
r'nMQRFTF MA5aN -05 AND Acci JCTICN WILL OCCU N
8
3,,3--05/AE0E! &--0,5/T%,iS, 402 PI YWOOD FLOOR a��_Kj_
ALL MASONRY DESIGN AND CONSTRUCTION SHIALL CONFOIRMI TO AVC31 5: COVE OSB DECKING, 48/24
DANCE d'_lH C LOW LOAD ----BEAR II` -,j G 23/32" APA RATED -TONGUE AND GRC
CMU SiriAll-L BE IN ACCOR HOL T
ES
T P E TH 0 F li 9 G', C-) n— 1 5
530.1 05/ASCE 6-05/TME; 602-05. RES I'VE PSI (f�rn=�,150c) Psi). EAA.R, T H T - Ito
H
ORK, - I T,
U�rvi CC)MP L-'-- S _T �, TE PREPARATION & FOUNDATION CONSTRUCTION BE MON TORED BY T E GEOTECHNICAL EL SHALL BE PERPENDiCIULAR TO THE SUI --'PORT WITH IHE END OIN] OF PANEL
AL WEIGHT, WITH A MINIM TH A�T THE SI OD PANE
(CMU), TYPE 1, GRADE N---1, NORM/ -! 2; , vIDE CLEANOUTS I -PER Acl i -T IS REQUIRED I I - LONG SIDE OF PLYWO NELS 'NO CONTlirTUOUS PANEL JOIN
G VERTICAL. RE! iNIFORCEM Ell! T iN 1-0)" �,\AIAXIKAUM t, ENGINEER OR HIS RESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENC ES ALIGNED WITH THE CENTER OF THE TWO ADJACENT PAV TS). PANELS SHALL BE
Olt,
GROUT ALL CELLS C�DNTA!NiN, 41�0, HEIGH! EXCEEDT_'� 5 CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 10d COMMON NAILS TO WOOD.
530.1-02 IN THE BOTTOM OF CDCOU'RSE OF W�IEN 'THE ' 1, 6" O.C. EDGE & 6" O.C. FIELD. DECKING SHALL ALSO DBE GLUED TO, THE
�'D UNLESS ITTU RE- DENSITY (PROCTOR) TEST,, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE TEST MAXIMUM SPACING OF CONNECTION SHALL BE
_Cl FILL.
CONCRETE MASONRY UNITS SHALL, BE- NORMAL VVEIGHT ANED CONIF0,RMI LAY !Nj RUNNING 13011 AT LEAST ONE MOI IL TYPE SUCH AS SUBGRADE AND SELE SUPPORTING FLOOR TRUSSES..
!NOTE[) OTHERWISE. F'M SHALL BE 1.500 PSI (M!N. CMU COMPRE 7!3131j, _r 11-1001 psi:v cc)mPLETE TEST REPORTS SHOULD BE PERFOR� MED PER EACH SO
V, 1 . I -TED, To TIVE T TEST PER 5000 S UARE FEET OF SURFACE AREA
THAT DOCUMENT MINIMUM COMPRESSIVE STRENIGTH SHALL BE SUB 3U�I_DING �111-\IS7F-ECTOR. IN STRUCTURE AREAS, AT LEAST 1 DENSITY AND MOISTURE CONTENI Q ROOF
SUBGRADE SOILS, AND AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 PLYWOOD �2//16 (EXPOSURE 1).
28 j i t\'- SHOULD BE PERFORMED ON THE R EACH COMPACTED 8 -INCH THICK LAYER OF FILL. TESIING 19/32" APA RA -TED OSB SHEATHING,
GROUT SHALL BE IN ACCORDANCE WITH ASTM11 C476 WITH A IV. 1 N i M U'Vil G F CC)%4P,�ESSIVE STRENGTH OF' 1 3000 ps'! SQUARE 'FEET OF Sl,jRFACE AREA SHOULD BE PERFORMED F'O _EST PER 1 -11-HE PANEL
SLU` 00 LINEAR FEET OF TRENCH
COURSE AGGRECATE ' lZE 0F PLACEIL) AT AN 8" TO 11' S IvIlP. BACKFILL OULD BE AT LEAST I DENSITY AND MOISTURE CONTENT I LONG SIDE OF PLYWOOD PANEL 'SHIALL BE PERPENDiCULAR TO THIE SUPPORT WITH THEE END JOINT OF
G'ROUT SHAI.-L HAVE A MAX�'MUNA IN BRICK VENEER. A� SH
PER ASTM C1019. E N MORTAR ANY ISOLATED COLUMN FOOTING LOCATIONS OUS PANEL JOINTS). PANELS SHALL BE
AND TYPE M S. TYPE DER 8 -INCH COMP��CTED FILL THICKNESS. AT 25% OF THE CENTER OF THE TWO ADJACENT PANE! S. (VIC) CONliblic I )I
MORTAR SHALL CONFORM TO ASTM 0270 1 ALIGNED WITH ' /2" RINGSHANK NAILS @ 6
_Y AT 16 U N L. E SS 40-AnD (D-RiERVASE AND CONFOR'�vj TO lVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE BUILDING CONTINUOUS OVER TWO OR MORE SPANS, MINIMUM SlIZE OF CONNECTION SHALL BE 0.113x2�
TYPE. 9 GAUIGE SPACED VERTICALt A MINIMUM COF AT I�EAST F ASE EDGE NAIL SPACING TO 4" O.C, WITHIN 4'-0" OF ROOF EDGE).
JOINT REINFORCING TRUSS OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD O.C., EDGE & 6" O.C. F!ELD (AT GABLE ENDS DECRE
ASTM A-812. A'R!----A ON -FHE SUB9RADE SOILS, AND A MINIMUM 'A. TESTING OF BACKFILLED TRENCHES YUSE OF
MED PER 8 -INCH COMPACTED THICKNESS OF FILL IN THE BUILDING ARE , E C'
ALL 'BjE DOWEL111C, THE FOUNDATION AN![) EXTEND BE PERFOR DED A'_� ECOMMENDED BY THE AMEPICAN PLYWOOD ASSOCIATION B
NCRETE MASONRY 'AS REQUIRED\ SH Y AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8 -INCH SUITABLE EDGE SUPPORT SHALL BE PROVIL S R _L OCCUR OVER FRAMING. PLYWOOD
SHOULD BE AT LEAST 1 DENSIT
`AL BAR. PA�IEL CLIPS OR LUMBER BLOCKING BETWEEN' JOISTS. PANEL END JOIN,S SHA[
VERTICAL REINFORCING IN CC `K FOR VERT!(-,
ID THIE FLOOR OR IROOF. PROVIDE MIN. 4 X 4" COMPACTED FILL THICKNESS. PANELS SHALL BE BLOCKED WITI-11 2x4 i,'MIN. U.N.C.) AT PERIMETER OF' ROOF AND AT DIRECTIONAL CHANGES.
BEAM AT
INTO THE BONN- F
'01j'Al- TO THE RE!NF'(_)'.-,,CiNG -SITE DURING ALL SOIL PROCESSING AND PLACEMENT.
FlY GROUTED CELLS T EACH SIDE OF 000111% ["at IT IS IMPERATIVE -THAT A QUALIFIED FIELD TECHNICIAN BE ON
V1 A S Oki CINL7ESS WOOD FRAMING
FDRO%lDE REINFORCING lN CONCRETE E'A", Al -SIDE
, L< RODUCTS ASSC)CIATION, Al' PA NDS -055, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL. DESIGN
SHALL BE (1) TYPICAL REIN FORCEVIE�,,� 1 p
DISPLACED. FAINNIMUM �EINFOFRCANG I CONCRE�TE JiN�Q�.� NATIONAL FOREST P
CONCRETE JAMB IS CALLED OUT� __!�E S N INDEEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST PROVISIONS FOR WIND & SEISMIC, SDPWS--05.
ELOW GRADE, 2 Rr,:,IWS AT, 8'� A7 AiNID BOTTOM OF OPENINGS, OWNER El\/lPLO AN
REEPORTS 01",i CAST-0-41L.ACE CONCRETE: ]CALLY NOTED 0_!'_'HERi`,,AlISE; SHALL BE MILL SiZED AND SURFACED ON (4) SIDES. ALL
AT VA'SONIRY EB S 0 F T BE PERMITTED
PROVIDE JOINT REINFORCING AT 8' 1, -FEE) 0-Ti-i�-.R\NiSE, Ni`i'HERE VIUL.7�'-PLE WYTlrjlL_' ALL LUMBER, EXCEPT WHERE SPECIF ECELS. SPLICES WILL NO
"EXTEND 24" EACIH SIDE) yg) 2 FROWS AT 11" AT E3011D BEAMS, UNLESS NO ND CEMENT CONCRETE." SLUMP SHALL NOT EXCEED L�MIT SHALL BE STRAIGHT STOCK, FREE FROM WARP Orm C AND EANGLE l_ENGTH PIE
)��;�'RCTE MASONRY ARE ADDED TO -ASTM C1143 "STANDARD TEST METHOD FOR SLUMP OF PORTLA
CONCRETE MASONRY ARE CONSTRUCTED AND/OR WIHERE ADDITIONIAL VvY"FiriES OF CC R E71 v EXCEPT WHERE SPECIFICALLY SO DETAIL -ED OR AS DilrRECTED BY THE ENINCINEER.
EXISTING WYTHES, EA'C�H,, ADJACENT WYTHE SHALL BE -!;-!ED TO TIHIE NEXI 'vVvTHE WlilfFl 7--tlP!�,AL JIUNT N Fw 0 R Cl N G (00 E Al jNDj(>\'T7D ON APPROVED IMIX DESIGN, OR 6" (WHICHEVER IS S ALLIER
TI � TO EXISTING "MARKED WITH THE GRADE BY SUCH
T . /�Nr__-NEFR (ADDI CDN i SPECIMENS." CYLINDERS EACH PIECE OF STRUCTURAL LUMBER. SHE:ATHING AND TIMBER SHALL BE I
CONSTRUCTION FOR BOTI--i WYTH!z__S) OR F)GST-INSIFALLED TIES APPROVED DY ARCHIll.-_*C-i/Llj�jl �� r, FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE IS TO ESTABLISH LUMBER GRAIDIIES.
G/L.0(__,A_flONS, FOIR, TYP!CAL JOINT Rf-,_INl,_-0RCING DARD TEST METHOD REGULAR BUSINESS I
NG 'LOCATIONS MATCHING THE SPAC'IN -ASTM C39 "STANNE C YARDS OF CONCRETE PLACED. TEST CYLINDERS COMPETENT AND RELIABLE ORGANIZATION WHOSE
CONSTRUCTION) WITH SPACI SHALL BE TAKEN FDR EACH MIX DESIGN USED, AND FOR EVERY 50 CUB!
�ENERALI NOTES. 01;-�, SOUTHE N PNE (SYP) 19% MAX, MOISTURE CONTENT, AS
DESCRIBED IN THE AT THE FOLLOWING AGES: UNLESS NOTED ()TIHERWISE, USE SPPUCE-PINF--FIR �SPF) R 1
UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR rBOND AS REQ',__jIRED IN ORDER TO GE S, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE CYLINDER TO BE FOLLOWS:
CONCRETE MASONRY IS AT THE PROPER ELEVATION. CYLINDER AT 3 DA T 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE
CONTINUOUS BEAM OR BOND BEAM TESTED AS REQUESh-ED BY THE ENGINEER. IF REQUIRED 'ES SHALL. -BE '1631-1
DISCARDED. 1. DOUBLE TOP PLATES AND SILL PLA -T if T - 2) P. T.
ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED. TESTS INCLUDING AIR CONTENT, SLUMP, AND TE�,,T CYLINDERS SHALL BE TAKEN AT THE POINT OF 2. PLATES IN CONTAC11- Will -H CONCRETE OR CMU SHiALL BE (SYP#
DOND BEAMS AND REINFORCING SHALL BE LDISCOIN�T;NUOUS AT _10INTS. ALL. CONCRETE I I WHEN CONCRETE IS PUMPED. 3. SILL PLATE ANCHORS PER FOUNDATION PLAN, -BRO. TOP PLATES.
HORIZONTAL BEAMSj 1'.) 1 S C H A AN! D FROM THE DISCHARGE END OF PUMP HOSE 4. MIN. OF (SPF) UTILITY GRADE FOR INTERIOR NON
ND 8" STANDARD ALOCK ABOVE W1111-4, BF--,EAK 13. USE (SPF#2) OR BET -TER FOR ALL �NALLS IN TIHESE PLANS.
Y BE CONSTRI.JCTED OF 8 U BLOCK BELOW P A��CH ORS TC" _LS.
-D A CHOIRS IN CONCRE
16 DEEP BOND BEAtVIS MA e fli -sl= iN 0 c S S ALL BE HILT! KWIK BOLT 3 ANCHORS MANUFACTURED BY 6. SPACE STUDS AT 24" O.C. IN NON-LO,�D BEARIf\!G `,NAL
AWAY TOP PART OF WEB. NI CC-, H 0 S AS SHOWN ON CONTRACT DOCUMENTS SH
EXPANSION A? -ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER -STUD 7, BEAMS AND HEADERS (SYP#2). HEDULE'
Llvilh,'G MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIEDLE HILTI FASTENING, S_ -STEMS, WEDGE - /`,NCHORS MANUFACTURED BY ITW RAMSET/RED HEAD 8. LOAD BEARING STUDS, & EXTERIOR STUDS (SfEE WALL SCr
SEE ARCH ITECI URAL DRAWINGS FO ANCHORS MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE ENDATIONS. MINIMUM EMBEDMENT 9. SUB -PURLINS, PLATES, BLOCK"ING (SPF #2)
FOR THE al—ESK-A OF ALL FLASHING. IN ALL COURSES OF OR APPROVED EQUI�L, INSTALL IN ACCORDANCE WITH THE MANUFACTLIRER'S RECOMM OF- 0 R FDO�OR BEARING ELEVATiON, UNLESS NOTED
TARED. WEDS SHALL FULLY 1A()lP\_Fi/`,RE-D SHIALL BE PER MA�UFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. ALL WALLS SHALL BE ffi��LLQOLt FRAMED FULL HEIGHT TO FROC
-0 [D
FACE SHELLS ")F BED JOINTS SHALL BEE FULL*Y MOP V'I !,�_S ARE 1 BE
'TAR 711",� �,G;, COURSE' OFA FOUNDATIONS Vv'IlEF,-__ AD.�,-A�,,,_,_,'ENT CELT,_S,/CA` T v_ -THREAD GRADE 36 STEEL ANCHOR OTHERWISE ON LAN.
PILASTERS, PIERS, COLU�MNS, lN THE S ADHESIVE ANCHORE; AS SHOWN ON CONTRACT DOCUMENTS SHALL CO , NS!ST OF AN ALL 1%
& WHERE OTHERWISE NOTED. I (DR MASONRY CONSTRUCTION WITH VOIDS) FIR #2 SPEC! FI CATI CIN S: Fb-=7'15 PS1, �_C(PARALLEEL'= 1000 PSK F"cc=(PERP)=-335 PSI, Fv==1315 PIT Ft=2550
GROUTED, WI-TH HY11,5,0 MAX INJECTION ADHESIVE (HIT HY20 INJECTION ADHESVF F ANY, SPRUCE PINE
SUPPLIED BY HIILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMP
EQUAL. INSTALL IN ACCORDANCE: WITH PSI, E=1100 KSI
ri p. E.,-) /lNi E E RED HEAD OF APPROVED NS PER LATEST S0J,!_'l_LHERN FOREST PR'.ODUCTS ASSOCIATION (,SFPA)
SIGS ER Ll'f -
OP DR Xt� -I -!ED BY ITW RAMSET/
H P TWA -ENGINEERED SYSTEN,,IS F&EICIFIETE) TO THE Si `,LL BEE SEALED EPCON (_,'5 EPDXY ND[ESlVE SUPP[ MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREVENTS UNLESS SOUTHERN PINE #2 SPECIFICATIC
iT
CIE H
DESIGN OF PRE G I N,L L R THE FAANUFACTUIREWS
F T,�--IE C)ELEGATED S 66,vii _1 S KI A I- L BE PRESSUIRE TREATED.
OTHERS IS THE SOLE. RESPONSABIL10 OF D 011 ANY WOOD IN CONFACT WITH CONCRETE.. MASONRY� OR SOIL
BEY AN ENGINEER L_lCL_:NSED IN THE PROJECT STAT17. NO' I E THE DRAWINGS. C( - QVI TH TH E. MANUF_ 1NISTRUCTIONES TO DEVELOP THE MAXIMUM
SHALL DE7110. ALL USED WHERE SPECIFIED 0N ONTRACTOR SHALL OBTAIN
METAL CONNECT SHALL BE FASTENED IN ACCORDANCE
TONT[I TwPI,`_,'AL AINID CERTAIN SPEGIFIC� FDOSTINSTALLED A CHORS SHALL ONLY BE FOR MISSING OR MISPLACED ORS
STRUCTURAL DRAWINGS 10411, "1 A .- S
c DARDS AND THE SPECIFIC OF IHIS PROJECT 10 APPROVAL FFRONA 0AGINEER OF RECORD PRIOR TO USING POST INSTALL -ED ANCHORS -LED PUBLISHED CAPACITY.
CONDITIONS 11N AC(__�CRDANCE WITH SPECkFiED S)TAN -CAST--IN--PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRIL
D 0 S PER THE MANUFACTURER'S END NAlLjNG SH/-�Ll_ FIE: PERMITTED
JEC'T DOCUMEN] SHALL BE INSTALLED
1NDICATEED IN THE AND CLEANED PER THE SAANUFACTURER'S INSTRUCTIONS. ANCHORS ALL. WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY,.wl-ETAL ANCHORS. N 0 T 0 E 0 R
DGE DISTANCES AND/OR SPACING INDICATED IN THE _7 ONNECTORS SHALL BE IFASTENED IN ACCORDANCE
OF SHOP F OR ALI. "'03FRICATED MATERIALS TO L I AL C
NOT LESS THAN MINIMUM E (UON'\, EXCEPT FOR AT TOP AND BOTTOM PLATES IN 'NALL& V
-OR SHALL Sljl,:-MIT, AS REC)UIREDI PRINTS il",,IS-TALLAT�ON INSTRUCTIONS AT I _DDED IN THE APPROPRIATE "iTY. ALL CONNECTORS SHALL BE G90 GALV. STEEL. ALL
ANCHO�'�,S SHALL BE EMBE.
T19EE CONTRACI SPECIFIED OTHERWISE) WITH MANUF. INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPAC
ARCHITECT FOR REVIEW, MANUFAcTURER'S LITERATURE. UNLESS 11CHOR DIAMETER OR THE EMBEDMENT REQUIRED TO ANCHORS IN CONTACT WITH PRESSURE TREATED: Fi�.R'E-RETARDANT 0,,'--R WOLIMIANIZED WOOD SHALL BE C:OATED WITH (_31 8 5
SUBSTRATE WITH A MINIMUM EVIBEDMENT OF 8 TIMES THE NOMINAL A\ THEIR THAN THOSE SPECIFIED, SHALL BE -i/ BE COA-FED WITH C90 COATING.
T RELIEVE &E CON- 07 ', C_.- ODUCTS 0 ZINC COATING. ALL OTHER ANCHORS VIA'
T(. -j R C F f H E i ;LE TUTION REQUESTS, FOR Pl�
E AR (Did! TE(C-F `ENGINEER DOES -1 1pr,:-)/--NRT THE !NTE�DED LOAD. SUBSTI
REVIEW OF SHOP DRAWINGS BY -THE - � 'i- ".) u , , ul STERED PROFESSIONAL
T 'ATIC'N T, --'.OSE -64 E TH CALCULATIONS THAT ARE PNEPARED AND SEALED BY A REGI TO AND ATTACHED
-\R 4, 04 C31 N EE R %Nq
'I ATE D V"! 1 H E P R E P i I
RESPONSIBILITY FOR ERRORS AND OMISS�ONS 4SS0,(,, SUB�,(IITTED TO AN EQUIVALENT CAPACITY USING THE APPROPRIATE PHE 0,�UANTITY OF WALL STUDS DISPLACED OR CUT OR AN! OPENING SHALL BE PLACED ADjACENl
NG DESIGN BY THE. FANE3FR i CAl C)R SHALL BE STAMPED BY A REGISTERED ENGI',,',IEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE I
SHOP DRAWINGS fREQUIRiNG A SPECIAL ENGINEERi CC -,UR BEF(DIRE D _111--iE DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE, FO JAMBS, HALF ON EACH SIDE OF THE OPE-NING. -
ENGINEER OF RECORD IN TIHE STlA7E lN WHICHI CONSTRUCTION Witl 0 !TTING 'FOR REViEVY -Y HY150 MAX INJECTION ADHESIVE P � v ING CODE. ALL
ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT WHERE CCNNECTIONS ARE NOT SHOWN ON THE DFA iNGS:_-, COMPLY WITH NAILING SCHEDULE IN THE BUILD
ARCHITECT/ENC-INEER. !MIT SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, NAILS AT NON -AIR CONDITIONED/HEATED AREAS IS', LL BE rGALVANiZED.
JCTION OF ALL APPLICABLE 'SPL-CIALIFY !TE&vl,'--) 111NICLUIDING, BUT NOT L E 0, R -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW
POWEF ETERS, UNLESS NOTED __ARTFD AT 113 THE NAIL LENGTH FROM.
,S FOR CONSTRL 1 0 THE PIECE AND BE S I
COMPLETE SHOP DRAVVIN( D iNIMUVI EMBEDMENT LENGTH SHALL BE 12 BAR DIAM SHALL BE DRIVEN AT AN ANGLE OF 30
S, LIGHT GAGE S,11FEEL '7 R A M I -N G, C* N A Ni E N1 A L C L J A R DF,�,A I OR APPROVED EQUAL. V TOE NAILS
FAIN WALL GLAZING SYSTEM !j[) l'i ' RAMSE-lF/RED Hn-A
PRECAST CONCRETE, CUP,- -3-10IN'AL ENGINEE01 LICEN N _lIll--`,E STATE iN THE END OF THE-_- PIECE.
AHDIC C-��-,Ai i R S AL 1) AND SKSNED P
3Y A PROFE-S',�l I% Til"A117<7�1, OTHERWISE.
SKYLIG,rllt), ANU I r
WHICH THIS BUILDING SHALL BE C(ONSTRUICTEE) AND SHALL BE" AVA(ILABLE A, Mt- JUb u
INSPECTION.
10_r PAY FOR ADDITIONAL ClriARGES DUE TO RE-DETAUNG FEES AS CIATED 'v%lFTH A
THE OWNER WILL IN THE DETAILER' SHALL ESTIMATIE AND lNCLl,,_',TD_) ANY COSTS !N THE BASE 'E_�,ID
THREE-DIMENSIONAL DETAILING PROGRAM OF, vRE\/IqON!STlADE TO DIE S11 -110P DRAWINGS
S A RESULT OF CHANCES AND/
ASSOCIATED WITH RE -DETAILING FEES A
DURING THE SHOP DPAWING REVIEW.
CONFORMANCE WITH CONTRACT DOCUMENTS WiTI-11 REGARD TO !HE ARRANGEMENT AND SiZES
ENGINEER SHALL BE FOR AL CONTRACT DOCUMENTS AND THE DELEGAIED ENGINEEF-;\' iNTERPRETATI01IN' OF
OF MEMBERS SHOWN ON THE STRUCTUR HE CONTRACT DOCUMENTS. 'SUCH FE%/lE*Al 8\-" THE STRUCTURAL EN,,-,;'II`,,lEER SHALL
THE" [DESIGN INFORMATiON INCLUDED IN T UCH SYS -I -'EMS, CONTRAC10IR HAS FULL RESP0'-NSIEILITY
NOT IMPLY ANY RESPONSIBILiTY FOR THE ACTUAL DESIGN OF S CONTRACT DOCUIMENITS,
FOR DIMENSIONAL ACC_',UF%ACY AND CONFORMANCE WITH THE INFORMATION CONTAINED' IN THIE
SEE GENERAL NOTES FOR DESIGN "CRITERIA AND ADD!_TiONAL REQUIREMENTS, FOOTINCi HOLDDOWNIS, FASTENERS), ETC.
q�,IEC`T 1_0 C'HANGE AF -Iii 1. EF- I R i E W
A 'ARY AND "
WITHIN WHICH SUPPORI m PRE-ENGINEERED ITEM ARE PREL�Miil`, 11_0 THE 50LDING DEP-T
INDICATED WINGS SHALL ALSO BE tliBMiTTED
OF THE PRE-ENGiNEERIED SHOP DRAA"'INGS, THESE SHOP DRA
AS A DEFERRED SUBIMITIFAL TCO THE- PERMIT DOCUMENTS.
cs�
'107AL 50AIR MANUA[_
NATIONAL ASSOCIATION OF ARCHITECTURAL METAL NAINNUFAC - Ult. NG
COMPLY INITH NAAKAM, OF F
1:7
HALL BEE DESIGNED FOR THIE REQUIREVIENIFS OF 16507.7 ',,EFF__RENCED 1-3 LDI'
HANDRAILS A�,,`D GUARRDRAILS Si ALL BE CAPABLE (OF 'ill TH STAN DIN C, 200 LB POINT LOAD OR
CODE. HANDRAILS & SUPPOR-,TII",qlG STRUCTIVIE. SHI
LB/FT LINE LOAD APPLIED lN ANY DIRECTION r",T ANY POINT (ON THE FRAIL AND TO TH REQUIRE�\AIIENTS OF THE
REFERENCED B'UILDING CODE.
AND DETAILED BY THE FABRIC�-TO'R FOR A MINIVIUM 1(10 IPSF LIVF_ -.- AD 2mO _B
ALL COMPONENTS SHALL BE DESIGNED HALL PE AS FOAO.ws:
CONCENTRATED LOAD AND L/360 MAX. DEFLEDCTION. MlINltvlUM SIZES S
1. METAL PANS,: '14 CA. "UNLESS NOTED OTHERWISE)
AiNLESS NOTED OTHERWISE)
2. STRINGERS.- C`12x20�7 � G 4" / DIAIMETER STAND4RD PIPE POSIFS AS PRC)�(IDE� DiE-TAILS S(
STEEL STAIRS SHALL BE SLAB SUPPORTED USIN '. F -1 - P -'AN STAIR TREAD�
�v I I �. METAL F
THAT STAIR CAN BE ASSEMBLED AND INSTALLED 104 PROPER SEOUENCE WITH ADJlACf-__.!4! J 'tNi A L K; N G SURFACES.
2" N(lF, MCORE THAIN 3" C)F_ 'CONCRETE F - _';,R
SHALL. HAVE NOT LESS 'THAN FIE. Q
A14D LANEANG1 TECDTURAIL DRAWIN'SS & MEET ALL. APPLICABLE LLCiCAL BUILD�NIIG 00L_-L_��
COORDINATE �),ITH AFF)C-�H41
T I
ALL BOLTS SHALL BE FURNISHED WITH STANDARD T WASHER, FASIENERS IN CONTACT WITH TREATED WOO
INCLUDING BOLTS AND NAILS AT SILL PLATES SHAL BE HOT -DIPPED GALV. OR STAINLESS STEEL iN ACCORDANCE WITIH
REQ. OF SECTION 2304-9.5 OF THE BUILDING CODE.
I I r COORDINATE
ALL NAILS TO BE G90 GALVANIZED (GJ85 GALVANII TION FOR NAILS IN CONTACT WITH TREATED WOOD)
IGN CRITERIA BLOCKING LOCATION WITH SHEATHING EDGES AS F UIRED. ALL NAILS SHALL BE COMMON WI7RE NAILS.
DEP RELATED -DES MULTIPLE STUD OR SOLID COLUMNS SHALL BE CCN NUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE FOUNDATION.
THIS WILL REQ. SOLID BLOCKING WITHIN THE FLOCR RAMING EQUAL To THE COLUMN DIMENSION. UNLESS OTHERWISE
D E P FOLAIE D LILE FASTENED, CONNECT COLUMNS ABOVE ANDBELOV�' ACH FRAMING LEVEL WITH SIMPSO'N CMST14 STRAP (WiTH NAILSAAP
TEI ON WITH SIMPSOI
I) x 72 ABOVE AND BELOW FRAMING LEVEL PER STRAP SP IFiCAT!ONS) AND ANCHOR COLUKAN TO FOUNDATIC N
FEMA (BFE).: FEM� FLOOD ZONE
DEP MONUMENT N��MBER: R048 UMENT) HTT16 HOLD-DOWN w// 5/8" DIAMETER x 6" EMBEL DEPTH EPDXY ANCHOR.
100 YR. S -FORM E�EVATION: +'16,4' NAVID (PER DEP MON (PER DEP VONUMENT) PER, DETAIL INDICATED HEREIN.
100 YR. STORM DESIGN GRADE ELEVATiGN: +4.4' NAVD MULTIPLE STUD PACK COLUMNS SHAL.-- BE CONNE ED LATERALLY 10 ONE ANOTHEF
BOTTOM OF PILINd: --16.0' NAVD (TO BE VERIFIED BY GEOTHECHNIC/��L ENGINEER REPORT)
B'OTTOM Cf LOkNE�.T HORIZONTAL STRUCTURAL ELEVATION: +16.4 VD. S (u
MINIMUM CONNECTIONS SHALL BE AS FCLLOWS (L
E 1, FEMA --- TECHNICAL BULLETIN E3 sm. ALL BEAMS - (1) SIMPSON HTS16 EACH END TYPICAL. TOP OF BEAM END AND DOWN POST VldTH NAILS/LAP ON TOP OF
A F T �/,�
S 'FRUCTURAL MET L CONNECTORS ARE IN CONFORMANCE WITH
1'' - GE HAS BEEN SPECIFIED AS REQUIRED 13"� ACL BEAM TO POST - CMST14 STRAP WRAPPED ACR0
CONCRETE REBAR COVERA BEAM AND DOWN POST AS SPECIFIED FOR STRAF.
Qfc�P C)tNA4FFILIAt!lil �ylQWTEjAE!?T: TO THE BEST OF THE ENGINEER'S KNCWLEDGE AND BELIEF... WALL SHEATHING- NOTED ON STRUCTUF4L DRAWING OR SCHEDULES SHALL BE ATTACHED DIRECTLY 'TO _11'HE F'ACE OF
HE STANDARDS ESTABLISHED IN SECTION 6213-33J FRAMING MEMBERS. UIREMENTS. ADDITIONAL SHEATIr-flNIG REQUIRED
p ARE IN COMPLIANCE WITH T SEE ARCHITECTURAL DRAWINGS) FOR ALL NCN-S-R CTURAL SHEATHINC REQ
THESE DESIGN I L�,NS AND SPECIFICATIONS I BY ARCH I TECTU RZAL
FLORIDA ADMINISTRATIVE CODE. IN DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE CE OF STRUCTURAL SHEATIHING.
-THESE DESiGN PL��NS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED ANELiZED (WITHOUT GYrID M WALLBOARD OR SHEATHING). SUBM�T PANEIL DRA��VINGS FOR
FEMA P--515, COAE FAL CONSIRUCTiON MANUAL. WALL FRAMING MAY BE P
I- REVIEW.
THE POOL. HAS BEEN DESIGNED NOT' TO INCREASE THE 'RISK OF DAV4GE OF ADJACENT DWELLINGS DURING A COASTAL
STORM EVENT AS REQUIRED BY F.A.C. 6213-33 AND FEMA 55, CHAPTER 9.5-3. TIMBER FASTENING SHALL BE PER FBC "MINIMUNA STENING SCHEDULE IUNLESS NOIFED AS, GREATER ON DRAWI,�,\GS.
CONNECTORS TO BEE SIMPSON OR APPROVED AL -E 'ATE, WITH M:N!MUM CAPACITY AS NOTED. SEE PLANS.
ALL NAILS SHALL BE COMMON WIRE NAILS.
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ME
ME
DESIGN CODE:
L L I L
I- L RF )EN T! A
i L /X
20'l / �J r \ -
DEESK.3"N LOADS:
A,C;JAL -
ROOF L0_,ADiNG*_
I, C.Dz_ 1. X,
TOP CH ORD LIVE LOAD
"J i,/S i
A F�O rj F
TOP CHORD DEAD
IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL
BOTIFOM CHORD LIVE LOAD
iJ 0 IS I`
BOTTOM CHORD DIE -AD !LOAD
12 BAR DIAMETER MINIMUM,
FLOOR LOADING: I _0 A Q I
V," LARGER THAN REBAR SIX AND '/,," LARGER THAN THREADED ROD
TOP CHORD LIVE LO AD (iNTERIOR)
4 "o, �s-f
TOP CHORD LIVE LOAD (BALCONIES)
-
TOP CHORD LIVE LOAD CORRIDOR)
rz 4
TOP CHORD D E_ A D L ',-) A D
P t
BOTTOM CHORD LIVE
AUGER PILE PL4\CEMENT
BOTTOM CHORD DEAD I_OAD
LD 3'
DEFLECT-IONCRITEKA-
I L 24
LOA!
ROOF' FRAMING- LIVE L I �-D L%360 -0-1 A; 1-0AIL"
z -7
INC-- i lVE LOAD OAD 1/480- TOT,4L
FLOOR RANINE;: L
WIND LOADING: (ASCE '7/110) M P H
BASIC WIND '_'SPfL:_7'ED
IMPORTANCE FACTC1,R
MEAN ROOF H E K03 H T
ROOF- PITCH
EXPOSURE CA 1EGO R --y
ENCL,.r,_)"_-_,URE CLASSSIFICA"ON -
-4-
1 ERNAL P r., "'fl-Fi - __ __ --- __ - --- - - - - __ -
NT' RESSUIRE CCIEFF]CIEN11-
PF :-'U, R f -
_T_ ell% I
"I'_"IOMPONEN IS 'CLADDING. ALA_0WAE?,!l__E R E S S
E [),'S3F.
-"-RIOR
TRIBUTAR I ININ IT E_
ZO'NE (PSE) 3'-- 0"
AREA (sf)
y,_� .__ _._ I
0
+30.2 4— 3 2
-7
4.2.
50 -+-27.1 -29.6 1 2
J
100 +25.7 -28.2- + 2 5 . 7 31 -
it E(__?ATIIVE PRESSURES
POS;
COMPONENT & CLADDING WAI L ELIFEIMENT�.l SHALL BE DE)I(]2'NF__f_,, F_ 0 R BOTH !,lvE
SHOWN IN TAB!_E ABOVE. r -
LINEAR INTERPOLATION 'IS 11PERMISSIBL-L.
PLUS =
PRESSURE AND MINUS = SUCTION. P
4 A Ir i—SIGNET' ED P R E"S S U R E S,
Lj
-'I `IDE C 0 R NE IS OF BUILDING DE
THE DISTANCE 'c' FROM OUTS t7l
N N1 G "THE WALI ►FRAMING I'S, HE WIN D (_'W L)
DESIGN OF WINDOWS/DOORS FASTIE
F
_E", P's,
7' T I TIS; , Ni[jf N,`_ C', A T 1 V F
MANUF./SUPPLIER -8c SHALL MEE iH" ABOVE NOI L)
GENERAL NO % -A-r- `4
H 0 ,.,r -
GENERAL Tj-iE RINISHED T�i NOT Cj:U 17 -1 -
THESE CONTRACT DOCUMENTS REPRESLEN T_
TRU L , U L
i I C` I `,N0F_,'K F'S
THE S
'�E_S N` CE
CONSTRUCTION. THE CONTRACTOR SHALL, P',--), 0 V! D E ALL j'\/jFASUfl a
-0, M E_� At,,! D
A D T !,N.A! T -F _T 1--N N'S
3
AND OTHER PERSONS DURING CON STRU C -If -k -DIN S)IUCH ME
_ A S� UR N D
_SSIVE SlRESSES AN[Li I
Tf_ 'L
E X C.
FOLD'NG. r,i �!N(,_,
il /I THE
A' OR , ! I H_
SHORING, FORMS, SC r r i I vi T
THE
METHODS, BRACING, `)N S, BY 'Ul R AL.
L) J C 0 NE:)'_'rl_ _rte, Tl 0 N. 3,
S IN PLACE L"k IR11\1" F) Ei `y f- i!
HOLD STRUCTURAL ELEMEN I'
OBSERVERS fS)HAILL NOT INCLUDE INSP.,wpm—
ENGINEER OR STRUCTURAL .. .......
p 0 1, n,
TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPL.)/ UNL,_.__S'3 C! r,� LLY C
i rrp -Sil
1 T I ("i I\J S.
3E TO C0 u
TED SHALL I-'[..
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NolE
E B! SRE]CINS IN
ALL WORK, MATERIALS D
A� A I--, F)i , G' L. J rN
A
AND CONSTRUCTION SH"LL COMPLY WITH
SAFETY REQMT'S.
14 L I
t,._EL "D, Al
FOR CLARITY, ALL OPENINGS) MAY NOT E_31_-__ (Slrir."WN ON D RAWII'•A' -0 1 A L
1, P-4 yl AL[. TR N
F3 F.' 1 Oi� A ADES' tP G M
-NETRATIONS SHAL L L_, t-,
F" L)
-NINGS) AND Pr I'D AN' E'
AND PLUMBING PLANS. ALL OPE
it NI Y '0i'Ri S H ';'4 `0 N DRAWINGS IF-' IN C 0 1' 4 'F i._. 11 CC _T1
DRAWINGS MADE BY TH'EM. CONTRA.C'TOR SHAILL- N07 P R 0 C E rE D WIT�
TU r TAI I S
STRUC DE., ILb,
E`T FOR FRAMIN(_�; A -T
-'LAR;FICATION FROM AR,'�-IITEA_,
UNTIL RECEIVING
r V IN R ONE CON✓ DI710N, IT S H ALL
_TAIL
T"
TYPIC'AL DE N Tj T`r`l – L_ u I i
WHERE A DETAIL, SE ON C,A I S � "" Tl 0 14� '(0IR
TH ER- WI SE r
APPLY FOR ALL SIMILAR OR LIKE CONDITIONS 1R LESS 0,
—T -r 1 J RAL j,.RA`A'INGS AND
TED —TE D
CONTRACT DOCUMENTS 'INCLUDE, SUI A R EL_:__ N 0 7_ LIM -D TO, THE S T'R U ' r., Sl_lBMIr
PREF�ARED AND
ENDOR A'01," 1 k� G S, OR Ml AN'
SPECIFICATIONS), BUT DO NOT INCLUDL SHOP DRAWIN.C.S, VE
BY THE CONTRACTOR.
TICE OR SPECIIE71 (__,"ATIONS
F � V r-t,,jI 7- WjTH Tj-il PIR C I L_
CONTRACT DOCUMENTS SHALL_ Gr_,),VLE-,RN if N 7, H rE 0 F A C 0 N F L 1 C' E CGS
ST A NO A oRD S - WHER r— A CONI'LiCl OC"'UR.S ',N!THIIN DO',_'N,'ulK4'c__NTS, THE
OF ACI, PCI, AI SC, Sil OR OTHER L
STRICTEST REQUIREMENT SHALL GOVERN.
MATERIAL, WORKMANSHIP, AND DESIGN Sl -HALL CONFORM TO THE 6LjiI__DiNG. 'CODE.
L. VERIFY ALL DIMENSIONS AND '--IT'[-- CONDITIONS AND NOT!FY AR -IC OF Y
GENERAL CONTRACTOR SHALL EOUE-ST FOR
DISCREPANCIES PRIOR TO PROCEEDING WIH WORK. IFOR DIMENISIK),NIS N0,TSHOWN O!"l `-�,rRLlC!URA.Im_ DIRAWIt'\11GS, SJ_
F1 I!, I I - _- SEND WRI I I LAN !_�L
ARCHITECTURAL DRAWING'ES), DO NOT SCAI F FOR DIMENSIONS NOT �unW.f�- ON DRAW;' -3--.✓
HITFOR DIM EN S --!IONS NOT PR\OVIDED.
INFORMATION TO THE ARCHITECT IECT
. RAL DRAWINGS S.LIALI BIE VERIFIFD WITH ARCH! ECTURA\L
ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTU r I- L_ 1 1
CONS -RUCTION. DO NOT SCALE DRAWINGS
CT PRIOR TO S'iAR_r 0'
DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITE 1 J -! i I
RAL I- - AND CIVII
COORDINATE THE STRUCTURAL DOCUMENTS WITH THE AR%C�HITECIU� A. , tvl ECHAN! CAIL, PLUMBiNG
HI TECT/STRU CTU RAI- ENGINEER SHALL BE NO_lFI - E -'F ANY CISkC/F),E_r--)ANCY OR OMISSION.
DOCUMENTS. ARC F D D 0
SOLE RESPONSIBILITY FOR MEANS, METHODS, T'E'\CHNIrx)UE_Q_,, SE-QUEiNI'lES, ANIL', PRC,)c.EDUR,--q OF
CONTRACTOR HAS 11 1 1 �_.
CONSTRUCTION. CONTRACTOR HAS 'S30LE RESPONS'IBILITY 'FOR THE DESIGN, AND SAFEETYr�Orr_ rl__REC_FION"_''�,FFL
'TRACTOR HAS SOLE j3r:lp 'T""- To l'0QvlPl._Y ��',iITH ALL OS'FiA TY
BRACING, SHORING, TEMPORARY SUPPORTS. CON
REGULATIONS FOR ITS EMPLOYEES.
A PROVED PLANS AND ti�\i J. HE FIE1
U N L IE
NO STRUCTURAL CHANGE FROM THIE_ AP, A r-, PROVAL
Tr _H'_ T E MEN 1-- P
c.
WRITTEN APPROVAL IS OBTAINED PRIOR MAKING SUCH C'HAN(_3'�E. �`_'HAW'�E'__ V41"
E D' A DIRECT
L L- PE REPAI rRFD `_`RREP _1,CE
TRACTOR HE CONDITION SHALI
BE THE RESPONSIBILIFY OF THE CONI
NCERTS "Ov"TH THIT GF-NJIF-RAL
THE MECHANICAL CONTRA CTOP SPIALL -NOORDINATEE INSTALLATION OF ?Hc. RE Q li I R 'E. D
-H'-- M C A N I A
cz-rp� r�iRFS ANID
R SUPPORT A R SS'
M 4 A I-
__FER TO IN 1CA L DRAWINGS `0 U I P N T A N,`l D E V I C E S AND
CONTRACTOR. RE I t'' i - ""' H A N!, CA L F Q
CONTRACTOR SHALL FURNISH AlLA_ NECESSARY STRUCTURES FOR ME
INSERTS FOR INSTALLATION OF MECHANICAL E_Q',JIPMEN_I`.
I -U-NDATION, FI_(-1,OR AN"D
I F,` T, EDGE OF SLAB O'P',_`__NllN(_'-S AT' Pill-,
P Rr,,,)
FOR ELEVATORS ASSOCIATED WITH THIS T
r-il "'UPPOR AN FPJ"l
BEEN C(JORDINATED FOR DIMENSIONS, SLAB E�D/t,'E SUPPORTS, '''IDIST BEAM S, L;
ROOF FRAMING HAVE BE k lr<
SUPPORTS BASED ON ELEVATOR CUT SHEETS PROVIDED DURING THEE DIESIGNII PHASE _�?_')R TIHI S P R C)'J'E_ I CT. CON
—T—�_ �V�, 4,� �,,, '� 1 C- A THE Cl EVAT,'l,_,)R'S) _F0 F3 F
`1 N WI I -.0 T,. R E R F 0 F, I C_ L -L
*OORDINA 1 "1, -
ESPONSIBLE FOR C THE ELEVATOR
P R 0 V;DE r,-- IV,! ul-ILLANLOub FRAMIlliNC3 A�S'
SHALL BE P LAB OPENING D I ilvil E_ S 10 N S � E
INSTALLED C)N THE PROJECT AND SHAI L AD IUST S I -D ! -, t�_ I -—c
SLAB L L)
REQUIRED FOR SLAB OPENING' ADJUSTMENTS,A B EDGE SUPF ORTS, RAll SUPPORTS ��,N' HOIST 'BrEAM SUPPOR i S, S
T U I R E:_ D STMENTS AS� N ED AND SH;
REQUIRED, CONTRACTOR SHALAL CCOORDINAIE WITH ARCHITECT FC -'),F-\' AJ -1- FQ I.D�11__'-�,, I r_ I �Al L
-3 STALI ATION
u 1A )F
TS ASSOCIATE jTAtE N T S N 0 T;L: ��Fi��VE FOR INe
BE RESPON31BLE FOR COS11.,D WITi-I ANY REQUIRED AD,
-
ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER.
LlA,__j_ERIAL SPECI - I(
.L�_
ANCHOR BOLTS &
A I IUNb:
THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F1554 GRADE 36.
QT WIRE ROPE: GALVANIZED
"AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE.
C_I�HAMFERS,
WASHERS: SHA! L
BE iN ACCORDANCE WITH ASTM A500 (GRADE B).
0N STRUCTURAL
NUTS: SHALL BI___
METAL CONNECTORS:
IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL
BE GALVANIZED.
RETROFIT REBA �/ROD
INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE
12 BAR DIAMETER MINIMUM,
HOLE S SHALL F.4-
V," LARGER THAN REBAR SIX AND '/,," LARGER THAN THREADED ROD
SIZE. (U.O.N.)
EPDXY: RED HE�D
EPCON G5.
BE COORDINATED
REINFORCING S -LEL:
SHALL BE ASTM A615, GRADE 60.
ARE SUBJECT TO
"STRUCTURAL S
EL: SHALL BE ASTM A992, GRADE 50.
AUGER PILE PL4\CEMENT
WELDED WRE F BRIO
(WWF): SHALL BE ASTM A185.
28
FO,UNDATIONS.
A REPOI`J�.T
WAS NOT PROVIDED TO LOU PONTIGO & ASSOCIATES (LPA). LPA
HAS DESIGNED A PILE
SUPPORTED 1701 NDATION
WITH 14" DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF 5000 PSI. LPA HAS
18 TONS IN TENSION AND 5 KIPS
ASS"'UMEL-D _11 -HE AUGER
CAST PILES TO HAVE A CAPACITY OF 40 TONS IN COMPRESSION,
(IBC 2009:
ilN SHE -AR. THE PILE
DEPTH HAS BEEN ASSUMED TO BE -16.50' NAVD.
k_,
CAST -IN-PLACE CONCRETE (CONTINUED): T u THE ADJOINING
.__jIIN" CONCRETE, ROUGHEN AND CLEAN SURFACE OF
WHERE NEW CONCRETE IS TO Bfr-_- POURED ONTO EXISI o
AREA AND COAT WITH SIKADUR 32 HI -MOD OR Aril APPROVED BONDING AGENT.
NO ADDITIONAL WATER SHALL BE ADDED TO THE:- ('0111NICRETE AT THE JOS SITE.
SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE
FIR-rull-E-CT]ON AND
PLUMBING DRAWINGS FOR,
DRIPS,
C_I�HAMFERS,
REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERIS �-,�NCHOR` AND 011HER EMBEDDED ITEMS NOT
NOTED
0N STRUCTURAL
1 i- .-,/"
DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE
COORDINATING &
PLACING ALL EMBEDDED
ITEMS
SHOWN ON
-1 � _'_[E
DRAWINGS & ADDITIONAL ITEMS NOTED IN IHISS N(-,--,
AcS) REQUIRED BY
OTHER TRAD�:
TRADES.
A U G E R P I L;'-'-'
REINF'ORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES.
ALL OPENINGS REQUIRED BY OTHER TRADES ARE 'F0
BE COORDINATED
W/ARCH. & MECH. DWGS.,
AND
ARE SUBJECT TO
STRUCTURAL ENGINEERING APPROVAL,
REINFORCING
AUGER PILE PL4\CEMENT
TOLERANCE: PLUS OR MINUS 2 INCHES.
ACCORDANCE WITH ACI 1-3,15-99 (MAINIUAL OF STANDARD
REINFORCING STI EL AND ACCESSORIES SHALL BE U' -l -AILED IN A
'T -,--,,IJ OF STANDARD PRACTICE).
HE EXCEPTION OF SMALL
ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCAI-ED, Sl/ ---'ED AND REINFORCED (WITH THE
1:1 k F THE REINFORCING)OPENINGS AND/OR SLEEVES OF A Sl_ZEE. THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY O
AS SHOWN ON RESPECTIVE FLOOR PLANS AND DE-!A�tlS, ALL OPE;NIINGS 'IN SLAB LEESS THAN 10)) SHALL BE COORDINATED
r�y _
WITH ARCHITECTURAL & MEP DRAWINGS AND ARL— H—`T TO STRW�IURAL ENGINEER'S APPROVAL. ANY ALTERATIONS
TYPICAL AB OPENING DETAIL).
E E i
REQUIRE APPROVAL OF THE STRUCTURAL ENGINrE.E" OSE
T IS
-THE RESP PNSIBILITY
OF THE CONTRACTOR/OWNER TO HIRE A GEOTECHNICAL ENGINEER TO VERIFY PILE CAPACITY
DEFECTIVE
AREA IN CONCRETE INCLUDING, BUT NOT T. i.-IMITED 1-0, HONE -Y- COMBING, SPALLS, AND CRACKS WITH WIDTHS
AND
PILEE DEPT
THE FOUNDATION MAY, BE MODIFIED AFTER A GEOTECHNICAL INVESTIGATION IS PERFORMED.
EXCEEDING
0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE STRUCTURAL
OF 2 BARS) SHALL BE ADDED @ SIDE
0
SIZE
ENGINEER.
TOP
ALL
A U G E R P I L;'-'-'
REINF'ORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES.
TOP
OTHERSI
BARS
OTHERS
CONCRETE
REINFORCING
AUGER PILE PL4\CEMENT
TOLERANCE: PLUS OR MINUS 2 INCHES.
ACCORDANCE WITH ACI 1-3,15-99 (MAINIUAL OF STANDARD
REINFORCING STI EL AND ACCESSORIES SHALL BE U' -l -AILED IN A
'T -,--,,IJ OF STANDARD PRACTICE).
28
18
24
PRACTICE
FOR DEE-TAILING REINFORCED (CONCRE!E S'IFRU r., RES) AND CRSI MSPZ'---O (MANUAL
i
THE
"_"ONTRACT(_)R
SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED
(IBC 2009:
-DITION)
I L_
CRSI MANUAL OF STANDARD PRACTICE,- 28-1-1H c I
22
k_,
71 C- V THAT WF PH INSTALLATION COM LIES WITH THE DESIGN REQUIREMENTS.
36 i
I
TIS lNG AGEN(,,' I IU SUPERVISE AND CER
TI
OF Tl E REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT
VOLUME INSTIAL.111ED FOR EACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL REINFORCING STEEL SHALL CONFORM TO ASTM A--0515. C-7 RADE 6 0
CALCULATED CqINCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR (UNLESS NOTED OTHERWISE).
A' I OF 11 -HE Pll_�LS; AND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO . CONCRETE- CG -'VER FOR ;,'�',LEINFORCING STEEL
PILE WORK. UNLESS NOTED OTHERWISE.
TIlE LENGINEER $1F RECORD UPON COMPLETION OF THE AUGER SHALL BE AS FOLLOWS:
CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS)
FOUNDATION PL -,N ONLY CON
,
S P r) Hil E ION PLAN. GH TST(l, IF S E E ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE
Tj FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL
ENGINEER..
UNLEE-SS, OTHER1011SE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND
MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS
F'ROVIDE #4 (999 8" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR
CON,C'RETE ELEMiENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN
REINFORCIN(S', PERMITTED, SHALL BE 48 BAR DIAMETERS
-T-L� r- E C` H N I C
1 1 1�_ GEOT' ' 'AL ENGINEER SHALL ACT AS THE OWNER'S 1`:EPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS
4rS CONSIDtF_'RED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE
ATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY
Surl ORTED ON ENGINEERED FILL, CONTINUOUS OBSERV
ir
A 7- S SHALL BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE
I FGE0l`E-CHNIC'AL_ ENGINEER. ALL TEST _T_M
r -
C• L)RRENT BOOK OF STANDARDS OF THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASI
WHE_RF F'LL IS I EQUIRED, iT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL
T V,
_'N BEARING PRESSURE.
I INTAIN DESIGN
1. CONCRETE CAST AGAINST EARTH 3"
2. FORMED CONCRETE EXPOSED TO EARTH OR WEATH'E-R
3
3- WALLS /4
4. COLUMNS/BEAMS (TO MAIN REINF.) 1 1112"
SPLICES IN REINFORCEMENT, WHERE P-ERMITTED S)HALL BE AS FOLLOW:
1. WELDED WIRE MESH
2. ALL OTHERS rLASS
TENSION, CASE "l"
M N I M Ul M U. 0. N.
SEE CHART)
'�-,HRNAI SHOP DRAWINGS WHICH ADEQUATELY DEPi(-,"f THE RE! NlI0,Rf'_,'�`I I'l G BAR SIZES AND F LACPM 7 -NT. Wl 1TTEN
ELEVA-IFIONS AND DE AILS 1-� NIIJ AUUL�-IAOI_
T A
D 11 ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SEC
E.
Ll N LF SS SPECIF'l_._,AL_LY NOTED AS 'CANTILEVERE TH PRIOR
TY, AND STABILITY OF ALL WELDED REINFORCI
"-(_DN_lHNUALLY P10R TO COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED.
THE DEc--';IC-,I\I, ADEQUACY, SAFE NG STEEL_ SHALL '(_-,,0NlF0Rivl TO A':_STM A-7/06, GRADE 60, AND BE U'OED ONLY WI
PERMISSION FROM THE STRUCTURAL ENGINEER.
THE CONTRACTJ1 SHALL BE RESPONSIBLE FOR PROVIDING
T E rTION BRACING AND SHORING.
l,l._NlP0RARY ER14�
1 7
E S FROM 0 M PA, _)N_l INU101 IS, SHALL CONFORM TFO ACI 318-11. SPI ICES
OF WALL UNTIL THE ALL TENSION SPLICES, INCLUDING SPLICE C(
3 A C K F 1 LL A A I N S"T WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 112" LIFTS AGAINST BOTH SIDES SHALL BE CLASS B IN ACCORDANCE WITH Aci UNLESS NOTED OTHERWISE. RE_;'NFORCEME.NT rl`)HAL_L BE SPLICED
G -ORCEMFN T MAIRKED
ADEQUATE BRACING OR SHORING FOR ALL WORK DURING - i
L0Wr[__^R FINAL- GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ONLY AT LOCATIONS SHOWN OR NOTED IN I'H E STPI��CTURAL DOCUMENTS, EXCEPT REIN'
T_ PLACED AGAIN,")T WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF
C" 0 NSTRil"IC-110N PERIOD. BACKFILL SHALL NOT BE "CONTINUOUS" CAN BE SPLICED AT LO,CATION'Z-3 DE]"'E_- RM iNED BY (_'Or,,ITRACTOR, SPLICES AT OTHER LOCATIK)NS SHALL BE
D P F C IF- I E LD DESK- N STRENGTH. 20,110: ACI 318-08)
. ul APPROVED IN WRITING BY THE STRUCTURAL ENGiNE� RI,
-\11EI S2 TIED ON EACH SIDE
ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. r� � /,�1-7,� j
FOOTINGS SHAL-I.- BE CENTERED REINFORCEMENT SHALL CONFORM A-185 AND BE LAPPED TWO FULL_ P&
\NELDED WIRE
ON DRAWINGS ARE FOR PURPOSES OF CONTRACT SHALL BE ADJUSTED, AS AND SHALL BE 'SUPPLIED IN FLAT SHEETS. 0 N S.
E PLACED CON TII,UOUS A! CORNrRS AND NTERSEfl.�
TOP OF FOO_TFIN(� ELEVATIONS PROVIDED I I i ! I- -
3 ADE (PER GEOTECHNICAL REPORT LONCITUDINAL REINFORCING BARS IN FOOTINGS SHALL B
Q, ,! r�) P n AT -,'�NA F OF EXCAVATION TO BEAR ON PROPERLY PREP/`NRED SUPPORT SUBGR
CLASS "B", CASE I TENSION
SPLICES IN INCHES
BAR
f'c = 3000 psi
_T
f'c = 4000 psi
f'c = 5000 Psi
DISCONTINUED BY AN OPENING, ONE BAR
DISCON
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`_)l,Ilvl'lLAR RECOUIRIE-MENTS
&
FOR INFLUENCE BETWEEN FOUNDATIONS(MIN.
OF 2 BARS) SHALL BE ADDED @ SIDE
0
SIZE
ALL
TOP
ALL
TOP
ALL
TOP
OTHERSI
BARS
OTHERS
BARS
OTHERS
BARSI
# 3
21 j
28
18
24
17
22
# 4
28
37
25 1
32
22
29
# 5
36 i
46
31
40
28
36
# 6
43
I 56
37
48
33
43
# 7
62
8
-
54
70
48
63
3
71
93
I 62
1 80
55
72
#
# 9
I
80
1 104
70
90
62
1
81
# 10
90
118
78
102
0
r70
91
# 11
100
131
87
113
78
101 1,
RF"'OMMENDATIk"INS
OR FIELD DIRECTIVES OF' GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS U
D ETAIL FOR
FOR EVERY VERTICAL OR HORIZONTAL BAR
0
0
I-
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a"Ett_
_11,
AVOID ill\.iFLUENCE
BETWEEN FOUND ATIONS & BURIED PLUMBING. SEE TYPICAL FOOTING—TRENCH INFLUENCE
BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR
DISCONTINUED BY AN OPENING, ONE BAR
DISCON
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`_)l,Ilvl'lLAR RECOUIRIE-MENTS
&
FOR INFLUENCE BETWEEN FOUNDATIONS(MIN.
OF 2 BARS) SHALL BE ADDED @ SIDE
0
PASI-S PIPING VERTICALLY
OR HORIZONTALLY THROUGH ISOLATED FOOTINGS.
OF OPENING (HALF TO EACH SIDE_ — TYPICAL).
�i�,'HERFE TH'E_ GEC
_T CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING,
IECHNICAL ENGINEER FINDS AN UNSTABLE C
AND THE GRADING PLAN
PROVIDE CORNER BARS AT ALL ICONTN UOUS
jHE WORK SHALL
NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE
REINFORCING BARS AT ALL MEMBERS
REVISED.
(FOUNDATIONS, 'WALLS, SLABS,
COSI
FIL] TO BE CO
TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8"
BEAMS & OTHER MEMBERS)
C�l
T"lr-',K MAXIMUM
ill',
ENGINEER. FILL TO BE TESTED TO VERIFY
& UNDER THE DIRECT SUPERVISION OF THE GEOTECHNICAL EN
PROVIDE DOWELS FROM FOUNDATIONS, THE SAME S
_E
COMPACTION AS
kl.l
GEOTECHNICAL ENGINEER
REQUIRED BY THE GEOTEC.
& NUMBER AS THE VERTICAL WALL OR COLUMN
TESTS FOR DEGREE
OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM D-2922 TEST METHODS.
REINFORCING, UNLESS NOTED OTHERWISE.
CTB SERVATION A
ID FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL
IF LESS THAN 95 (U.O.N_
ALL DOWELS AND TERMINATING BARS SHALL HAVE
ENGINEER TO A'�SIST
COMPACTION.
THE CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF C
BE MADE WITH ADJUSTMENT OF THE
A STANDARD 90 DEGREE HOOK.
IN SOILS REPORT)
T SHALL
PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT
Sto
k,101STURE CONTENT
AS REQUIRED COMPACTION IS OBTAINED.
ALL HORIZONTAL REINFORCING SHALL BE CONTINLjO
IS
0
T -ROL AND/OR CONSTRUCTION
THROUGH CONI
!
S1,0,41
DATION DETAILSI
JOINTS AND AROUND CORNERS.
L= IN — F Cc-
LAS PLA
TO BE MIXffD AND
CONCRETE: ALL REINFORCED CONCRETE TO HAVE 28
PLACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2
FORMWORK &-..SHORING:
I
IJAY COMPRESSIVE
STRENGTHS AS FOLLOWS:
THE FORM AND SHORING SYSTEM SHALL BE
DESIGNED BY A FLORIDA REGISTERED ENGINEER 1W
All STRUCTURAL
ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE.
ACCORDANCE WITH ACI 301 & 347 "RECO'NAMENDED,
-1.
-COLUMNS&
WALLS: — 4,000 PSI
PRACTICE FOR CONCRETE FORMING".
-BEAMS &.
SLABS: f'c = 4,000 PSI
SHORING AND RI —SHORING PLANS MUST BE SIGN`E
-AUGERCAl$T
PILES: f'c 5,000 PSI
AND SEALED BY A FLORIDA REGISTERED ENGINEER'
*BREA,K—A�AY
SLAB—ON—GRADE: f'c = 3,000 PSI
..
TI
AND SUBMITTED WITH CALCULA I ONS. CALCULATO
ALL CON(1_1'�RETE
IX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX
FOR THE RE—SHORING PROCESS MUST INCLUDE T ; 1,
It,
POURING AND THE STRIPPING CYCLE BASED ON Il
-
IS TO BE PLAC;-D
WITHIN THE STRUCTURE.
CONSTRUCTION SCHEDULE. THE ASSUrvlED CONCRE
E,
LESS NOTED
OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BE USED WITH 3/4" MAX. (ELEVATED) OR 1"
STRENGTH AT THE TIME OF STRIPPING ANY NEW 1_
" BY PROVID!-.�,111(.
SLAB AND MUST BE SUBSTANTIATED
I
MiAk (SLAB—CIN--GRADE)
COARSE AGGREGATE CONFORMING TO ASTM C 33.
CONCRETE MIX DESIGN AND EXPECTED STRENGTH
i�
SF!
PRI(TIFEECT FRLE_SH_Y
,
POURED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD AND HOT TEMPERATURES. START
GAIN WITH AGE. THE CALCULATIONS MUST SHO�V
THAT THE SLABS SUPPORTING A NEW SLAB ARE i�-
�T
CURING AS SOO
..�_�_
AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL
OVER—STRESSED BASED ON THE ASSUFD STREI"kI�41��l .
AE
FH
CURING PROCED
JRES TO FOLLOW ACI 308.
AND THE AGE AT THE TIME OF POURING. ALL
-CALCULATIONS
PRC)-FECT CONCFETE
FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW
RE—SHORING SHALL INCLUDE
CALCULATIONS FOR MUD SILLS AND ANY
I
I _
TIEMPERATURES
IN COMPLIANCE WITH ACI 306.
CONSTRUCTION LOADING SUCH AS CONCRETE
PROTECT CONC�I�ETE
FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI
PLACING BOOM 'SUPPORT ETC.
305, UNIFORMLI
COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT
T
G�REAIER THAN
90 DEGREES FAHRENHEIT AT POINT OF PLACEMENT.
STRUCTURAI,.-
DRAWING INDEX
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SO,2 GENERAL NOTES
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Sl.OA PILE LAYOUT PLAN
40
S1,013 JL.AB DIMENSION PLAN
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DATION DETAILSI
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REVIEWED FOR CODE COVlPLf,ANw CE
CITY OF ATLA�NTIIC
97 RIVITS FOR ADDITICI'l-1
REUUlllE_:lJaLN`l-S AND CONDIT!,:,""'I'�)
REVIEWED BY: DATE:
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ME
_� - & ROOF TRUSSES CONTINUED STRUCTURAL STEEL
PRE -ENGINEER tD WOOD FLOOR ��
FRAi ING CCONTINUED , , h li ' ` _.p°. ",'; Aw r,,,l �-- ��;,;ry__ T, -�� MP PR+OPER ERECT ION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSES TRUE AND PLUMB AND IN SAFE CONDITION
WOOD-, r Tu.
R1\1 -OLt�O NS E `i--�,p �. � NA.A!4.J;-. > �;r ..SON :� 1RO,v IE. C. �p,.l NY MATERIAL:
HANGER. , STI J, _ -;� p r, U;i� TIL PEERMANLENT TRUSS BRACING AND BRIDGING CAN BE SOLIDLY NAILED IN PLACE TO FORM A STRUCTURALLY SOJND
ROUGH HARDWARE, JOIST�- , : rr. _ E� , ; _ At ��I-R.ER HAlri_. BE U �E�
►-� E rpt ` `-'' ` �� t,Y ' '= ``� '' SYSTEM. 1. N AND PERMANENT BRACING SHALL BE INSTALLED AND ALL COMPONENTS PERMANENTLY STRUCTURAL STEEL A57G ,- A9%2 (�0 KSi
OR APPROVED EQUAL. THE MAX.. SIDE As�l, Iid�J�I�BER OF 1 �,S � Ei��c__, , _� 1-.-�-..I ,--�'-' ;-RAivIING .�ALL ERECTION
' `'� � � � � �'`� F'EF RE THE APPLICATION OF ANY LOADS TO THE TRUSSES. ALL BRACLNG SHALL BE DESIGNED BY CHANNELS, ANGLES, PLATES A36 (4�6 KSI)
UNLESS NOTED OTHERWISE. , ASTENE-D � �
_ _r ;__ A ,,� �, , ;_af , - MAfvUFAC,TURER AND INDICATED ON SHOP DRAWINGS. CONTRACTOR SHALL COORDINATE WITH TRUSS FABRICATOR TO RECTANGULAR STEEL TUBES A500 Gr. B. (46 KSI'A
E N`TA , r-�-, AS REQUIRED � 0 S�.;PPOR p ALL I CL�JvllS i il\11[aH SUCH AS BULK ' AD5
AND FIRES 1OPPING TO Br II'J ' Ai_�_r�-`" _ ;_�_ 1- � ;� �� ,;f_ p- � -; � r � ��.; ENSURE THAT �LL BRACING IS PROVIDED INCLUDING BOTTOM CHORD BRACING BY WAY OF CEILING SHEATHING OR PIPES r�`53 G��• B
BLOCKING A r ,� ;�,, , _- f�,�- ,i r,�� . �.1 C ;, f _.:� I1 A►_ AND H"_ RI.4_.�- I ,L—,
S. PROVIDE FIREBI�OCKIN J �� UT OFF ALL CON., V\,_ELi DIF ``` �''""� ' `" �;P>r CiFIC BRACI rS AT PREDETERMINED LOCATIONS (AT DROPPED SUSPENDED CEILING). ALL PREFABRICATED WOOD TRUSSES HIGH STRENGTH BOLTS A325!
AND BUCK t_. !, ° .,,� i ,I !G t�- T'
OR AREAS A.:� 9;�..QUi.�ED BY 6U{�C�1��..! :r_��y. :I ^�� f�l'y? ARS r-1I�. E.CT,`, _ AND ERECTING WOOD ANCHOR BOLTS A307 �r ASTM F1554 ��4 (36 KSI)
CEILING AND FLO ` "HANDLING ?, 1��
BETWEEN CELL ARE TO BE. IN'S TALLED IN ACCORDANCE WITH BRACING WOOD TRUSSES COMMENTARY,
r !�� T'1 ;-,_ - �,� r,_ T TRUSSES", AS BY THE TRUSS PLATE INSTITUTE. PROVIDE STRONG BACK BRACING AT TRUSSES PER WELDING ELECTRODES E70XX
�D IN HOLES BORED 'J1Ti-1 A BIT 1 C ' I_.1-„? �R i ►-°,iia 1 (�aAME TES' ��!- i�E TR . _ -
TS IF APPLICABLE) SHALL BE iNSTAL_Lf_.. _ �r,� ,-- . �r- �,4: ~, ; � NUTS. NU ; S SHALL F;E REQUIREMENTS FROM TRUSS DESIGNER. COMPONENT—TO—COMPONENT CONNECTIONS SHALL BE SPECIFIED ON
BOL ( , �� ,,�� J�ASi-a i�� �NDL Ft, _ASL, AN[)' N T5. 'N ACCORD�Nr`E WITH AISC SPECIFICATION FOR DESIGN
NUTS SEATING ON �vCOu SHALL HAVE CUT STEE:.L `'. �, U TRUSS DESIGN SUBMITTAL. DE TAIL, FABRICATE, AND ERECT ALL STRUCTURAL S-; LES 1 �� -
BOLT. BOLTS AND N D TIG , INE PRI -- ; ,1 0S11N ?(;!_-T D IVIEM�'!_1' S , -`L!� TSR Bt�i�E FGR �r?c-EN�INEER�
GAIN CHECKED ANS, , �Ui�•p E, IED JUST PRIOR 3 v E;�C- ._v.�il �-' �--°�•�• C.C:j `� `�-- FABRICATION AND ERECTION OF STRUC-�UF'AL STEEL FOR BUILDINGS.
.
PULLED TIGHT AND ,_, , ,, , I �,r r,; �,, <f , p T �,� T n —
SO INDp(_,nTED ON ► I• lE [ jR ,WINGS AINID I HEN ti p ,.-:I S1,_=Fr 1�.IEN , �.,,.__P p I I T� HOUSE ,_ h� RS AND FASTENERS
BOLTED HEADS OR NUTS ONLY WHERE,� I r , I'— I 1 -� _ �� c�L=.CSS`-ARY. NICK TI_ Ri�AD S TO METAL CONNEC 3 Q �' r°
c- _ R CUT Ot F FXCF�,S,tiE BOL-11PROJECTION, CJI .�..r�� - <� - HANGERS SHALL BE GALV. G185 (1.85 OZ/FT 2} OR BETTER. SIMPSON PRODUCTS SHALL ALL STRUCTURAL_ STEEL WORK SHALL CONT OR�/l TC� THE AISC SPE„iFl.,,'� T ION FOR STRUCTURAL STEEL FOR BUILDING
THE BOLT HEAD OR NUT AND WASHER. ALL EXPOS�_D NTL. STRAPS AND
BE IMAX
GALV. ALLOWABLE STRI_SS DESIGN AND PLASTIC, DESIGN, 1 �+ iH EDLTION,
PREVENT LOOSENING
„:__ �,; r�,�., ;;? �.L'iL_ SHALL EsE STEEL. WELDING FOR STRUCTURAL STEEL SHALLE 'N ACCORDANCE WITH AWS CODE D1.1 AND VISUALLY CONFORM TO AWS
EXPOSED TO W'EA.THE R OR IN
CONTACT I WI 11' i�,A,_•va Y, CJIv"..� .r_
ALL WOOD MEMBERS E �� T, , i, ,r� .^,- , �,-��__� i� i ��`-;-fi ORA 1F HANGr R AND S TRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS
INDICATED- r: �� ccs, - -- ESi.����r- gyp r ,r,D M B kr, . F ;.J U1.3Oi_�IUM .� J , r\�
A pE�. IIa _j�_.�1lON� f _ SECTION C AND TA
6.1. f�APRICATIGN/ERECIcN INSPECTIONS BY THE CONTRACTOR PER AWS G1.1 SECTION 6, SHALL
PRESSURE—TREATED. PT Llll�pB----R I FDIC _�,, T: , , ; ,�� ,: 1,-� rr� :;f IES?
�� -. -'S u �. 1 a VE , REA p MiE.-N �-, 'J'Sf U= F L. �' = IPPED GALVANIZED TO MEET THE SPECIFICATIONS OF ASTM153 OR BE EKY ASSOCIA a E/'CEKTFIED INSPECTORS (ACl/CW! j PE_��' AWS t�C1 OF: AWS B5.1. VERIFICATION INSPECTIONS SHALL BE
IF HOWEVER, ACQ OR N? N----F)O ! BORATE P��E`.�., �. _ ,�, lY- , �. -;_�, -. � , A.- EX
c,�, C:a�D FOOD FASTENERS SHALL BE HOT D
TETRA HYDRATE)., , EXP SIF-
DIi D A� r ,i'V �L_ �f At✓Z,�, PRESERVATIVE`IVL_ 1 '.� ,_J, ALL_ , ; :, 1 �: F 4L_?�E_�� ti?I�t��.!_. Dr
„� �� ; , IF , _, if-- , SE I � ��a f S _. _ � BY A CERTIFIED WELDING INSPECTOR (BVI) OR SENOR WELDING INSPECTOR (SWI) PER AWS E35.1
FASTENERS SHALL BE HO ; -' 'F p °' I
B �: -rF R.
STAINLESS STEEL.
-;�,STENEF:S IINS�TALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. �� a EXPERIENCED NCED iN I�ERFORi�11�NG THE TYPE OF �JVOPK INDICATED. WELDING
WELDS SHALL Big MADE ONLY BY OPERATORS I_h, E. E a
FLOOR & ROOF T RUS ES SHALL BE DONE IN ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATIONS (WPB'S} WELDERS SHALL BE
PRE--ENGINEEREED WOOD �;. 5 �r, R►C rL_D '�/l . Iv11_:TAE PL ;`? r_�-_
,� .t WJE Ar?E fC BE COI�b_. ' Pr�E—ENGINEER D MISCELLANEOUS STRUCTURES: �'� rp NORMALLY EXPOSED TO VIEW IN THE FINISHED WORK SHALL BE
�. ; , ; ,� ,- 1 ... ,c -=r r1 r, i 1 T1 iE _ -- CONTRACTOR SHALL SUBMIT SHOP DRAWING FAMILIAR WITH THc At�PLICABLE WPS .�. W�-�-DS I'v S.� OR FINISHED SURFACES,
GANG—NAIL PRE—ENGINEERED WOOD r. {, , O r , �- i CO) f L
: r\ �,� ENGINEER. TRUSL_.� �1 ,;,��. ��-� �_1 �.i I`�, F , r,I�,D ` PR�__�NGINEE=P D ALUMINUM CANOPY STRUCTURE DESIGNED BY OTHERS. CONT
AND DESIGNED BY A DI;L~G 1 i E� E �r, ,.,r, Apr_ - ^; UNIFORMLY MADE AND GROUND SMOOTH. WHERE WELDING IS DONE IN PROXIMITY TO GLA
CONNECTORS A. �� �' .o' CALCULATIONS A��ID SI �O�J `�RA,riiIN�;� •�N� J A:>,�J SL_r-.��� BY A
SHALL PROV,DE F��.,�a�1, L„�LC (NDICATII\�G CONE ECTION POINTS, REACTIQNS, 8c FASTENER REQUIRENiENTS. CONTRACTOR SHALL COORDINATE ANY LOADING SUCH SURFACES SHALL BE PROTECTED FROM DAMAGE DUE TO WELD SPARKS, SPATTER OR TRAMP META.
TRUSS MANUFACTURER
,TE:D BY-t�RUSS MANU1= ACTUF E F:) I , R-_ L_'�'J PRIL; < ,r ISI :�`�,1-IC� �;. �, �.p f
ENGINEER (CONTRACTED REQU1REMEN p S �JITH THE PRE—ENGINE_RED WOOD ROOF TRUSSES. (TYPICAL)
STRUCTURAL
�, _ �, ._ ,, --; Ate► -.. - - -�-i. � n >~;; �, ' I WELDER QUALIFICATIONS AND (WPS) Sr,ALi_ BE MAINTAINED AT THE SITE OF THE WORK AND SHALL BE READILY
p T:ALLA ION SHALL MEET ALL APPI LICAGLF-<Et?�.� R��s L_f�� ! S Qc -i .. NA ! lt�pv'At_ 1 �E.�,C, �
CONSTRUCTION, AND I'NS LAMINATED VENEER LUMBER MICROLLAM AVAILABLE FOR INSPECTION UPON REQUEST, BOT' -i IN TI-jE SHOP AND IN THE FIELD
DESIGN, C 0 N S TR -. �-1 ,; ,�, , w a'� � T � -r- -� � i �, y . T � —------�-
PICATION FOR WOOD CONSTRUCTION , �OI� AND ,�, 11-1F TRUSS PILATF N -' ! 1 , UTA_. Acv ;',ATI=D VENEER LUMBER SHALL BE 1.9E MiCROLLAM LVL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN
SPECIFICATION
�PPRO`�VE D EQU �L. A CERTIFIED WELD INSPECTOR (CWI) SMALL INSPECT AND DOCUMENT COMPLIANCE WITH THE FOLLOWING:
��”, REQUIRED
1 f 1 r !� ' 1'\ i• , T .—''_ E r A\ L./ 1,
BLOCKING AND BRA.,ING REQUIRED B �:_J1F ACT"URr_R F t �, � EREC, ! IOIti tp = ,
PROVIDE ALL REQ. Y THE I�-.H{
THE , S ",v: V['ERS ;� A {;OP`!I[~LE i G °":`, AFf- NEVER R ' ` `_-:'� �- ,\ DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW'. SHOP DRAWINGS SHALL -� F WORK.
ADDITION TO BLOCKING SHOWN ON i-�E STRUC ° URAL DETAIL �, �„ r, �,_r - 1.^ :ala ;v._D AND SEALED SHOP DR
�- 1 ��.1},F '� �,�; AND E��?Ir :v?�Y T __'_r;.,�5. t�C)ivTA ., i F �, T HANGERS. CONI IRM WELDER QUALIFICATIONS PRIOR a O START! ,O.
NOTCHED OR CUT. THE DESIGN SHALL ACC �Lt �T DOR ALS UNIF��,�,r► ��.A.� INC UDE SIZE, PAGING, BRACING AND ALL SUPPORT
UNIFORM E r; � �i �; •� REQUIREMENTS 'r-RE.� . REVIEW ALI-- (WPS) PRIOR TO START OF '�'JQRI�..
STRUCTURAL_ ENGINEER FOR UNIFORM �.OADai�J AND REQ CONFIRM MATERIALS IN FABRICATIONS CO!`�Fv'P,. T r � '`�
� pF - HE FOLLOWING PROPERTIES: M O SPc.CpFICA � 10 .�.
,� ^, : -,_ -��, 1:` ,h --�11 ,-, T�_)E
LAMINATED I�,EIti�__ER LUMBER SHALL HAVE T OBSERVE JOINT PREPARATION, FIT—UP AND WELDER TECHNIQUE.
° LL VERIFY THAT ADEQUATE T1:i.1SS FEARING i5 ;p�,�?__`_; A . A.LL_ pRV��`� IJL.1,,A , z_� iiv
CONTRACTOR SHA ALLOWABLE BEI" STRESS 2600 PSI
IDENTIFY AI_L MULTI—PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER THAN 5/16 AND COMPLETE
TRUSS SHOP DRAWINGS. At �_O ABLE C,O � PRESSION PARALLEL TO GRAIN 2510 PSI Tr ^ T REQUIRED CONTINUOUS INSPECTION.
HORIZONTAL SHEAR 285 PSI PARTIAL JOINT PENETRATION GROOVE WELDED BUTT JOIN I S THS p 1 i
c n T p�. �� �- .� ��'� ► ALLOWABLE HORIZONTA VISUALLY INSPECT ALL WELDS PER AWS SECTION 6.5 AND TABLE. 6.1
ALL TRUSS—TO—TF\USS CONNECTIONS AND
TR P ROFIL.ES ARS. IHE_ RESPOI.iSI3iU1 Y OF THE fhPRESSiON PERPENDI�,ULAR TO GRAIN 75th PSI
r .r. Jr - - , T , AL_LOWABLE COM i
INFER. PRE -•.ENGINEERED WOOD TRUSSES & IAL_Iv B_ BRACcC �� ACC,.�Pi'°.�NG� tiNl i l ISL .-S ATE tipCIDU _U S OF Ei��
DELEGATED TRUSS ENG ,^r\pF T r ,��, '� yp , , STICITY 1,9��0,000 PSI
„ ,�iPLATE„J1�1: C ,�,)0,� I j..SE' �11B--- 1 AND ' BUILDING „ ELASTICITY 118 750 PSI ALL WELDS SHALL BE 3/16” MINIMUM FILLET WELDS U,O.N. OR AS REQUIRED BY DESIGN.
INSTITUTES HANDLING, INSTALLING AND BRACING METAL SHEAR Iv ODULU S OF EL ,
IINFORMATION BOOKLET BCSI 1-03" AND RELA i�E D SUIMMARY Sr..1E:ETS.
COMPONENT SAFETY_
�r, LLOWED WITHOUT ADDITIONAL APPRO�iAL, ALL OTHER STRUCTURAL GROUT SHALL BE SHRINKAGE RESISTANT NON—EXPANSIVE, NON — METALLIC GROUT WITH A MINIMUM 2$—DA
_ a ^ J ^ r
NOTCHES, HOLESS OR CUTS SHOWN IN DETAIL 8/S700 ARE A COMPRESSIVE STRENGTH OF 500OPS1 WHEN TESTED 1N ACCORDANCE WITH ASTM C109, FORMS SHALL_ BE PLACED
0 BE SPACED @ 24" O.C. (UNLESS OTHERWISE SHOWN'. SES PLANS FOR Rv�S �J`: AfiION AND ST nI �� A , MEMBER M10DIFI CATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER.
TRUSSES T a,T� AROUND E3ASE PLATE AND THE STRUCTURAL GRO�J fi SHAL_L BF POURED. NO DRY
PACKING.
WELL AS SPECIAL TRUSS LOCATIONS REQUIF,FD FOR MECF.ANp�,P,L_ -:I�:1 ► All- RLOMS.
iV1V,iNp.. AGT�JREF'j SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL BE PROVIDED BY THE CONTRACTOR E ., -� COAT ALL STEEL SURFACES, BOTH EXPOSED AND CONCEALED ARE p Cl RECEIVE ONE SHOP .��AT OF PAINT AND FIELD
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