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<br /> 1} THE IXTENT OF THE STRUCTURAL LIGHT GAGE FRAMING 15 SH{?WN ON 7HE DRAWINGS AND D�,4WiNGS: DRAW{NGS C4NT. DRAW(hlGS CONT.
<br /> 1NCLUQES ALL GOL.� �QRMED F`RRAMING 22 GA. AND HEAVlER. IT INCLUDES BUT IS NQT LJMITED TO AB ANCNOR BOLT EF EACH FACE THRU THROUGH
<br /> iNSTALLNTIQN OF ROOF JOISTS, FL.OQR JQISTS, WALL STUDS, AND RUNNER TRACKS C4MPLETE WITH ABV AB4VE EJ EXPANSI{�N JOINT TO TOP OF
<br /> CLJPS, BRIDGING, STIFFENERS, ETC., REt�UIREi} FOR A CQMPLETE FRAMING P�CKAGE. ADH ADHESNE EL�V ELEVAT�ON "C4C TOP OF CONCRETE
<br /> ADJ ADJACEM` ENtBED EMBEpMENT TOF' TOP OF FOOTING
<br /> 2� MATERlALS: ALL t�EMBERS SHAII 8E C4LD FORMtED FROM STRUCTURAL QUALITY SHEET STEEL AFF ABOVE �iNiSHED EO EDGE QF TgL TOP pF LEDGER
<br /> MEETING THE REQUIREMENTS �F ASTM A44fi, GRADE A, MiNIMUM Y'iELD OF 33 KSI FOR 20 GA. AND FLOOR EQ EQUAL TOM TaP OF i�tASONRY v�
<br /> LIGHTER, AND MEETiNG THE REQUIREMENTS ASTt� A653, �RA[lE D, MINI�Il7M YlELD OF 57 KSI �QR ���� ANCNQR EXP EXPANSION TOP TOP OF PARAPEf Q
<br /> 1$ GA, AND MEETING THE REQUIRfMENTS ASTM A653 SS GRAD� 5Q CtASS1, ASTMI A57� GRADE ARCH ARCHITECTURAL EXT EXTERIOR-EXTEN510N 1'OS 70P 0� STEEL �
<br /> 5�, 4R ASTM A607-92 GRADE EE, MINIMUM YIELD OF 55 KSI F�R 16 GA. AND HEAVIER. ALL ARCHITECT EW EACH WAY TOW TQP OF WALL �
<br /> MEMBERS SHAl1 BE MRRKED SO THAT SUPPLIED l�ATERIRLS CAN BE FlELD VERIFIED. �� Bfl�D FF FINlSF1 fL00R TS TUBE STEEL
<br /> BLDG BUILDfNG FG FINISH GRADE TYP TYPICAL �
<br /> 3) INSTALLATION; BLK B�OCK FI.R f LOOR UN(� UNLESS pTHERWISE �
<br /> A WALL STUDS: INSTALL STUDS IN CQNTINUOUS TRACKS, SIZEd TO Iy1ATCH STUDS TOP BLKG BLOCKING FND FQUNDATION NOTED �
<br /> RND BOTTOM, AND SECURE THE STUDS TQ THE TRACKS WIT#� APPROVED CONNECTIONS, B� S�� FClC FACE OF C4NCREfE VERT VERTICAL =
<br /> iNSTAl1 BRIDGING AS INDICATEQ ON THE DRAWINGS. BO BOTT4M QF FOM FACE QF MASC}NRY W WIDE FLANGE MEMB�R �
<br /> B4F B�TT0�1 4F FQOTING FOS FACE flF STUD WWM WELDED WIRE MESH
<br /> B. D� NOT SPUCE ANY FR4MING MEI�BER EXC�PT AS SHOWN ON THE �RAW'INGS OR WITH z
<br /> TME AP�R�VAL QF 7HE ARCHITECTf ENGINEER. OR FOUNDATION FT FOOT-FEEf WWF WELDED W{RE FABRIC a�
<br /> C. ALL FRAMING GOMPt�NENTS SH�ULD BE CUf SQUARELY FOR ATfACH�IENT TQ PERPENDiCULAR BOT BOTfOM FTG FOOTING Z Z SHAPE MEMBER a
<br /> �1EMBERS OR AS REQUIRED FOR ANY ANGULAR F!T AGAINST AN ABUTTING ME#�BER. �P BOTTOM-BASE PLATE GA GAllGE
<br /> D. TQP AND BQTTOM TRRCKS TO BEAR DIRECTLY ON STUDS/POSTS, WHERE IT OCCURS. BRG HEARING GYP GYPSUM
<br /> E. USE LIGHT-GAUGE SHIMS IN BOTTOM TRACK T{? ACCOUNT FQR SLAB IRREGULARITIES. �S BOTH SIDES H, HDR HEADER
<br /> BTWN BE(W�EN HGT H£lGNT �
<br /> �. STUDS/POSTS �IUST BE FASTENED ON BOTH S{DES OF TOP AND BOTfOM TRRCKS, � C SHAPE MEMBER HORZ HORIZONTAI PIECE MARKS: �Z �
<br /> WHERE �T OCCURS. CHANNELS IN INCH-INCHES BA BASE ANGLE �o� o �
<br /> � CJ CONTROL INT INTERIOR BC BASE CHANNEI, �o� � `ti°
<br /> 4) CONNECTIONS: CONSTRUCTI�N JOINT JNT, JT JOINT g�g� g�q►� ��� ��{� U �
<br /> A W E L D S: W E i�i N G S H A L L B E I N C O N F O R M A N C E W i T H A W S D 1.1 & D 1.3. U S I N G E 6 4 X X O R C�lP COMPLEfE JOlM t, ANGLE SFiAPE � pt�ST �g� L J �
<br /> �i C � �p E:7 0 X X E L E C T R(3 D E S. T H E E N G i N E E R (?F R E C fl R Q M R Y R E Q U E S T A N O N D E S T R U C T N E PENETRATION i�EMBER *�.�p� CQLUMN ��� ro o
<br /> �NGTIML. ��� f7G��fIL� �VI�ILII� f11�Q �.s�1�f�f�ETE i7L11Gi ��a7� R�NF�3�ED MA90t�iY� TEST T� VERIFY PROPER WELDS. CL CENTER LINE MATL MATERIAL DH QOQR HEADER a�� � �°
<br /> CLR CI�AR MAX MAXIMUM � pOpR JAI�B �=N � � �
<br /> 1� GENERAL COIVTRACTOR TO VERIFY ALL DIIuIENSIflNS AMD CONDITIONS W{TH ARCNiTECTURAt 1) SOIL FiLL, PREP�IRATIQN, A1+1D COMPACTIflN PER S(71L'S REPORT. 1) RECNF{YRCEQ MASflNRY CONSTRUCTION SHALL BE fN ACCORDANCE WITH ACI-531. LAY UP B. STEEL SCREWS: Ch�iU CONCRET€ MASt}NRY MS MACNINE �pLT p� QRAG STR'UT ��a ��
<br /> dRAWINGS, REPORT ANY DISCREPANCIES TQ STRUCTURAL ENGINEER PRIOR TO PROCEEDING MASONRY U�JiTS IN RUNNING BOND. 1. S�LF pl�li�LING AND SEI.F TAPPI�JG, PR01tIDE EXTERI�R COATING FOR SCREW EXPOSED UNiT MC MiSCELLANEOUS E� EAVE CHANNEL -^-'
<br /> WITH WORK. 2) STRUCTURAL CONCRETE SHALL C4NFORM TO ACI 318-05 RND SHALL HAVE A f'c = 3,00� PSL TO THE EXTERIOR USES, OF TNE SIZE REQUIRED F�R LOADINGS, CONC CONCRETE CHANNEL EFp* EAST FACE 0� * �W$ m
<br /> THE CONCRETE SHAI.L BE TYPE I{ 4R TYPE V RORTLAND GEMENT, PER SOIL'S ENGINEER, AND 2} MASONRY UNITS SHAIl CONFORM TO AST�I C 90 AND SHALL HA11E A I�INIMUM PRISM STREI+IGTH 2. USE �12 TEKS UNLESS OTHERWISE NOTED, FROM: CONN CONNEGTION MIN MfNIMUM H HEAD�R Z N= �L., � o
<br /> 2) STRUCTURAL SYSTEt�S AND COMPt?NENTS DESIGN SHALL FOt14W: SHAlI CO[�FOR�1 TO aSTANDARD SPECIFlCATIONS fOR P4RTIAN� CEt�+IENT" (A�Sf�+l C 35Q--04o). OF t,50p PSI AT 28 DAYS IN ACGORt}ANCE WITH AST1�11 E-44�. #�ASONRY UNITS SHALL BE A DARTS BRANE3 BY PRIMESOURCE BUiLDING PRODUCTS PER iCC �ESR-14Q8, CONST CONSTRUCTION (N) (NEW) � LEDGER ��� ➢ t� � °
<br /> BUILDIN6 COl3E: 2009 INTERNATIONAL BUILDING C�DE (IBC) CONCRETE t7SED FOR ALL SLABS ON GRADE SHALL BE SPECIF�EQ �'0 REACH A 7-DAY MINIMU�I OF M I N I M U M �F 4�� S O L I[3. C{�N G R E T E M A S O N R Y U N I T S S H A L L C 9 N F O R M 7 0 T H E F O L L O W I N G K I L N K W IK-P R O B Y MI L T 1, I N C. P E R I C C �E S R-2 1 9 6, O R E Q U A L LY A P P R OV E D. C O N T C O N T I N U O ll S N T S N O T T O S C A L E M� M I N I C L I P ��� v o�
<br /> 1,500 PSI ANQ SHALL REACH A MINIMU�i (�F 3,U00 PSI WIT#�IN 28 DAYS. CONCREfE COl�PRESSNE PROCESS AND GRADEd IN ACCORDANCE WITH ASTM 0331-64T: 3. SCREIN PtAC�MEhIT: MINIMU�i EDGE QISTANCE, END DISTRNCE, AND SPACING SHAI.L CVR COVER OC Q#J GENIER *�� MRSONRY �a o �
<br /> 0�1PANCY = S-1, STORAGE � o �
<br /> TESTS SHALL CONFORM T(3 ASTM C39. A. H(3ElQW LOAD BEARING C90-fifiT, GRADE P-1. BE THREE TI�IES THE SCREW DIAt�ETER. SCREWS SHALL BE SUFFlCIENT LENGTH TO ENSURE DBL DOUBLE PART PARTITIQN NFO* NORTH FACE OF * �� �(1 -� o
<br /> ���� � - � B. SOLID L0,4Cy BEARING C14S-66T, GRADE U-1. PENEfRATI{�i� INTO STUD BY AT LEAST TW4 Ft1LL DIAMEfER THREAE)S. DEG DEGREE PLCS PLACES p PUR�{N ��w UiJ � �
<br /> 3) CQNTRACTOR IS RESF'flNSIBLE FQR ADE4UATE BRACING C3F STRUCTURAL MEMBERS, iMALLS, 3) AGGREGATES F'OR CnNCRETE OF NQRMAL WEIGNT SNALL CONFflRM TD "STANDARa SPECIFICATIONS �• ����- �+���� UNITS SHALL B� ASTM CtASSIFlCATiON C-3 FOR QTL �EfAIL REQ REQUIRED pg� POST BASE CLIP ~�� U �•
<br /> AND NON-STRUCTURAL ITEMS DURING CQhiST�2UCTIQN. • 3 H�UR FlRE R/�TING. i0 3 PflINT U,�3�i" - 0.175" DIA QIAMEfER SIM 51MILAR pp PARTITION PANEL Q`� ` �
<br /> Ft�R CON�RETE AGGREGATES (ASTM C 33-03}, THE NQMINAL tuIAXIA�UM SIZE 0� Ct?ARS� Z�� a �
<br /> AGGREGATES SHALL NOT BE MURE T}IAN 3/4 INCH. 12 3 PflIMf Q.d3G - a.210 DIAG �IAGONAL SPCG SPRCING Rp, RAKE ANGLE
<br /> 4) BUILDINGS ARE DESIGN� fi7R THE F{}LL4WING LOADS. 3} USE i�'E °S" aR °M" M4RTAR IN ACCQRQANCE WITH ASTM C 27t1. MASONRY UNITS SHALL 12-24 4,5 POINT 0.125 - 0.375 DIM DIMENSION SPECS SPEGIFlCATfONS gFp* SOUTH FACE OF * 6 a Q � �
<br /> It4� SNt)W I QA�: 25 PSF f�DUC18lE: � ROOF �AU LOAD: $�F 4} Nt7 ADMIXTURES, QTHER THAT AIR-ENTRAINiNG ADMIXfURE C4N�dR�iING TO '"STAhlDARD HAV� 3/8" �LL BEDDING. i�ORTAR PROTRUQING INTO GELL CAVmES THAT ARE TO BE REINFC�RCED 1 2-2 4 5 P O I N T 0.2 5 0 - Q.5 Q 0 D W G D R A W I N G S Q S Q U A R E *-� S T E E L �
<br /> FLt)OR UV'� L4AD: 12�E Fl.t30R [�i41� L!QAQ: �E SPECIF°ICA�IONS �OR AIR ENTRAINING RDMIXTURES F4R CQNCRETE" {ASTi�I C 26E1-41) MAY BE U5ED '�� �ROUTED SHALL BE REt4i0VEL1. ALLOW MORTAR Ti3 CURE TO A Pi}4NT ST�tONG EN4UGH TQ (E} (EXISTING) STD STANDARD W�'p# WEST FACE 4F *
<br /> BUILDING CI.ASSIFlCA'I1QN: II - OTHER STRIJCTU�S WiTNOUT THE WRfITEN APPROVAL (3�' TNE ENGINEER. TNE USE OF CAI�CIUM CHLOFtIDE SHALI. N(3T POUR GRQUT. Al.l. JQINTS SHALL BE NEAT�.Y TOOLED TO FOR�I CONCAVE JOiM'S. Ti-i�U SH,�, C. POWBER QRNEN SHOTS: SIZE AND �PACING AS REQUIRED TO PROPERLY ANCH�R THE EA EAGH STL STEEL *-W WALL
<br /> SIVOW I�I�Ol2TMICE FACTOR, Is =_1� SEISMIC II�PORiANCE FAiGT4R, IE = 1.� 8E PER�IITTED IN THIS PRt�,lECT. NOT USE 7YRE 'N' MQRTAR. �FRRAMINN��(lCC��ESR-2269).RGE AS AF'PROPRIATE FOR ACTUAL USE FOR
<br /> WIND IMPflRTANCE FACTOR, hr = �,QQ 5) THE C4NCREfE SHALL BE PRQP4RTIONED AND PRODUGED TO FiAVE A SLUMP QF 4 INCHES OR �) ALL GR�UT SHALL CONF�RM TO ASTM C 476 W[iH A MINIMUM COMPRESSNf STRENGTH QFA q �
<br /> �� � _ �L�F� ; WIND S� (3 SEC � _ � ��R� =Sc �$�. A TOLERANCE fl� 1-INCH ABQVE TFilS AMOl1NT SNALL BE PERMf(TEQ FOR INDMDUAL �s�Q� p�� IN 28 DAYS IN ACCORDANGE WiTH ASTM C 39. �AAXIMUM AGGREGATE SIZE OF 3J8 D. BOLTS: THE 5TANDARD DIA�IETER OF HOLES FOR BQL7S LESS THAN t/2 0 SHALL 8E LIMITED ��� ��.
<br /> BUILDING NPE: � ENCLOSED ❑ PARTWIY ENCLOSEp ❑ FULLY OPEN BATCHES PROVIDED THE AVERAGE F(3R A1.L BATGHES [�OES Nt3T EXCE�17 4 INCHES. TNE SLU�1P �� ��-�M� (�F 8 TO 10 INCHES. TO THE BOLT QIAMEfER PLUS 1/32-INCH. STANDRRD DIAMEfER OF HULES FOR BOLTS
<br /> SPECTURAI. RESP� COEfFICIENTS: SHORT PERiOD RESPONSE ACCELLERAT�N, S� 1.205a SHAli Bf DEfERMiNED BY "STANDARD TESTING MEfHOD Ft}R SLlf�1P OR PORTIAND CEMENT 1 j2°� QR GREATER SHALL BE LIMITED TO THE BOLT DIAMfTER PLiJS 1/16-INCH. {PER 2Q04 S1.1 GENERAL NOTES
<br /> 0•422a GONCREfE" (ASTM C172-04}. 5} GRaUTED CEI1S WITH R�INFORGENG SHALL BE REINFORCED WtTH VERflCAL BARS PER PLANS, AT AISI-NORTH AMERICAN SPECI�ICATIONS SECTION E3a) BOLTS SHAIl BE INSTALLEp USING
<br /> ONE SECt�+ID PERIt�� RESPONSE ACCELLERATION, Si: � T� WA�L INTERSECTtONS, AND CORNERS, EACH SIdE QF QPENINGS IN THE WALL AND AT THE END OF
<br /> "TURN 4F THE NUTA METMQd.
<br /> SHORT P�RIOp RESPONSE ACCEL�ERATION PARAtiIETER� St� ¢�1$� WALLS UNLESS SHOWN OTH�RWISE. HOOK 70P OF ALL DISCON1iNUED BARS. HORIZONTAL BQND S2.1 BUILDING: FQUNDATI4N PIAN
<br /> t�NE SECt}t�1� PERIQp RESPONSE ACC�A►TIiNd PARAf�1Etq'i, 5qt. #�.4Ma 6} CONCREfE SLABS SHALL BE PROTECTEQ FROk� LOSS 4F SURFACE MQISTURE FaR NOT LESS g�q�{ REINFQRCING TO BE (2} �4's AT 48A �C, 52.2 BUtLDING: 1 ST FLOOR PARTC�ION PIAN
<br /> SEISf�IC USE GRQUP; j ; SEIS�IIC SITE CLASS: Q ; SEf�I#C DESI�N CATEGQI�7:Q � 7 D�YS BY USING A CURING Cd�IPOUND TO ASTMt C-309 OR BY WET BURLAAC' C?R A �E.ASTIC S23 BUlLDING; 2NQ FLOOR DECKING PLAN
<br /> ME�iBRANE. ���Tl1RA1_ �TEEL� S2.5 BtiILDING: 3RD FLOOR DE�C NGNPLALN
<br /> RESPONSE �10DIFlCATIDN C�EFF1qEM, Rt 6.5 => I.1GHT F'RAWIED WALLS SH�ATHF�I MICTIi SfEEL SHEETS 6) REII�F�RCING BARS SHALL CONFQRM TO ASTM A-615, GRAaE 60. NO WELI}!NG OF .
<br /> SEJSMIC R�SPANSE C�FFIqENT, C� Q,126 REINFORCING W1LL BE PERMlTTEL�. WHERE NECESSARY, SRLICING OF REINF{}RCING BARS SHALL BE
<br /> 7) ALL CONCRETE MATERIAL� AND WURKI�I{WSHIP SHALI. CONFORM TO CHA�'TER 19 OF T�lE S2.6 BUILDING: 3RD �L44R PART(TiflN P1AN
<br /> R�S�N5E MODIFlCA�lUM L�FIt�ENI; R:5 => SPECIAL RE�NF(NtCED f►(ASQNRY SHEAR WALLS 1NTERNATIQNAL BUIL[71NG CUDE AND Tfl ALl REQI�lREMENTS OF AC{ 3�8-05, SPECIFIGATIONS FOR �+DE BY (�V�RLAFPING RER pETA!!. 28 ON SHEEf SD2 RND PROPERLY TYING TNE �ARS. 1} ALL STEEL SIiALL BE FABRICRTED AND ERECTED IN ACCORDANGE WfiTH THE A.I.S.G. M�tUAL OF g2,� gU��pING: Rt�F FRA�AING PLAN
<br /> SEIS�IIC RESPQNSE COEFFIGI�NT� C� Q=164 STRUCTURAL CON�R�TE FUR BUELDINGS, UNO. STEEL CqNSTRUCTiflN, NINTFf EDITION ASD. "SPECIFICATIONS Fi7R THE QESIGN, FA6R#CATIt}N, AND
<br /> DE�tEC'Cil)N LJt�R ❑ CBC � 16C C7 �8G ❑ OTHEf� 7} PROVIDE INSPECTION RNp Ci.EAN OUT HOLES AT BASE 0� VERTICAL CELL GROUT LIFTS IN ER�CTION OF STRUCTURAL ST�EL FOR BUILDINGS." TNE ERECTOR SHALL MEET ALL O.S.H.A. SRF�TY
<br /> 8) ALL WAT£R, CEMENT, AND AGGR�GATES U�ED 1N THE CONCRETE 5HAL1. C{�NFdR�i T4 I.$.C. �CESS 4F S'-0" IN HEIGHT. STANDARDS. Spf STRUCTURAL DETAILS
<br /> 5) ALL STRUCTURAL �OMPONENTS AND SYSTEMS ARE DESIGNED FOR SELF WEIGHT, ��p�� 1 g. SD2 STRtJCTURAL �EfAILS
<br /> SUPERIMPOSED BEAD LQAC?S, CONCENTREI`lED Lt�ADS, AND THE LNE Lt�ADS SNOWN ABOVE. 8} ALL ISOLATED BOLTS EMBEDDED IN I�iASONRY SHALt. BE SOLIDLY GROUTED iN PLACE WITH NOT 2) THE CONTRACTOR IS RESPt3NSIBLE FOR THE FIT OF ALL STRUCTURAL STEEL AND SHALL VERIFY SD3 STRUCTURAL QEfAltS
<br /> 9) USE ASTtui A-615 GRApE 60 FOR ALI. REINFORCING STEEI.. LAP C4NTINUOUS REINFORCING 40 ��� � �� CELL 4F GR�UT ALL AROUN#� THE BflLT. ALL Dlt�ENSI0N5 PR10R Tfl FABRICATION. SD4 STRUCTURAL DETAILS
<br /> &) NON-STRUCfiUI�AL FRAk�ING REQllIRE�AEN75 ARE NOT SPECIFIED ON STRUCTUR�L DRAWlNGS. 8AR DIAME�R (MINiMUM} IN BEAMS AND 40 �RR DlAMETERS IN SLABS. LAP B�Tf�M STEEL �VER SD5 STRUCTURAL DEfAILS
<br /> REFER TO ARCHITECTURAL DR,4WINGS FOR ANY A�DITI4NAL FRA�IING REQUIR�.4. SUPPORT AND T{}P STEEL �i}D-SPAN UNI.ESS OTHERWISE SPECIFlED, HOQK pISCONT{NUOl1S ENDS �) �E MASONRY CQNTRAGTOR S#�ALL INSTALL ALL JRMBS AND HEAUERS FOR THE QO�R UN1T5. 3) WELDiN� SHALL BE 1N ACCORDANCE WITH THE AMERICAN WELDING SOCIEfY (AWS) �1.1
<br /> QF ALL T4P BARS. REFERfNCE DETAILS ON SHEET SD2 F4R ALL TIES, Ht}OKS, BENDS, & LAPS. THE�E SHALL BE INSTALLED PLUMH, LEVEL, AND TRUE TO DI�IENSIONS GNEN. ANY ERRORS !N "STRUGTURAL WEIDING CODE° USING E70 ELECTRODES. QUALI�iED WELDERS RPPROVED BY THE
<br /> 7} THE METAL STRUCTURE 15 DESIGNED T� SUPPORT A FIRE SPRINKLER SYSTEM AS DRAWN, ��E i� COVER OVER RE(NF�RCING EXCEFT A5 FOLLflWS; THESE INSI'ALLATI4NS RESUI.�iNG iN TFIE INABILITY TO flPERATE THE DOQRS OR IMPROPER ����,p��� p�p,q��pp' ��,u„ P�RFaRM ALL STRUCTURAI,. WELDING. A R�GISTERED DEI'UTY
<br /> SPRINKLER PLAN SHQP QRAWlNGS AND MANU�'ACTURERS LITERATURE SHALL B� SUBMITTEQ Bp1TQM TQP SIaES INST,�LLATlaNS SWRLL BE THE RESPONSIBILtiY 0� THE MASONRY GONTRACTCIR. INSPECT�R SHALL CONTIlJUOUSLY INSPECT ALL F1ELD WELDING BY USING NON-DESTRl1CTNE TESIING
<br /> ANp APPROVED BY THE �NGINEER pF RECORD. MAKO STEEL IS NOT RESPONSIBLE �'OR THE FOOTINGS 3'" 2" 3� QF All FULL PffJETRATION WfLD CONNEC1i0NS, WELDERS SHALL HAVE LIGHT GAUGE STEEL
<br /> SUBMITTAL OF SPRINKLER PLANS FOR PERMIT. A�SUMED MAXIMUM P1PE SIZE �QR 10) LINTELS SHAI1 BE RRQVIDED OVER DOORS, WINDQWS, DUCTS, ELECTRICAl. BOXES, AND CERIIFICATIQN WHEN WEL171NG LiGHT GAUGE STEEL
<br /> BRANCHI.INES ARE 2"� SCHEDULE 40 PIPE & MAINS ARE 4"� SCNEDULE 10 PIPE. SLAB-ON-GRADE 1�" 9�° - M(S�ELLAN�OUS OPENINGS AS FOt1QWS, UNLESS 4THERWISE NOTED, FOR EACH 4 1NCHES
<br /> ALL REINFORGING SHALL BE SUPPORTED ON EITNER DQBIES, Ct�AIRS, QR EQUIVALENT. ALL �����NESS) QF WALLS: 4) ALL EXPOSED WELDS SHALL BE FILLED AND GROUND S�i00TH WHERE i�ETAL COULD COME IN �
<br /> $} PENEIRATIQNS QF F7RE RESISTIVE WALLS, FI.,QOR-CEIUNG, ANI} ROQF--CEILING SHALL BE �����pRClNGJWELa WIRE F�RIC (MESH) SHALL 8E PLAGED MEAR TH� I�Ii7DLE OF THE SLAB, UNO. ��� � � �12�x3 ��2�x5/1fi" FOR ALL SPANS UP TO 3'-6" WffH 6p BEARWG EACH END. CONTACT WITH BUILDING OCCUPANTS. �
<br /> PROTECTED AS REQUIRED PER BUILDiNG C�DE. (PENETRRTI(7NS BY OTHERS� (1} L 3 1f,2�x4"x5/I6" FOR At.L SPANS UP Tp 5'--0" WITH 6" BEARING EACH ENQ.
<br /> 9) MINIMUM DISTANCE BETNlEEN N�.lN-EXISTIlVG AND NEW-NEW BUILDING IS 4-1NCHES, UNQ. �0) WATERPROOFING SHALL BE FLACED B�TWEEN S�}IL RND GONCRFfE WHEREVER S01L IS USEQ AS (�} !- 3 1 j2"x5"x5j16" FOR ALL SPANS UP TO 6'-9" WITH 8" B�RING EACH END. 5) AAI.LL SHQP AND FIELD �OLTED ��NNECTIONS SHALL BE 1N ACCQRdANCE WITH THE ASTM A -- �
<br /> A FORM FOR CQNCREfE, EXCEPT FQR FOOTINGS, USE 2° OF CLEAN Sf�ND OVER A 10-MIL VAPaR 3Q7 USING AMERICAN STANDARD B�LTS UNLESS NOTED QTHERWISE. �
<br /> 11} STRUCTURAL STEEI. SHALL BE CLEAN�D IN ACCORDAIdCE WITH THE STEEL STRUCTURES PAIMING
<br /> BARRIER OVER 4° OF CLEAt+I FREE-DRAINING GRA1tEL, PER SdfLS REPORT. CpUNC[L SPECIFICAT(ON SP-3-$2 FQR POWER TOLL CLEANtNG AND PAINTEQ TO A MINIMUM DRY 6) NO CUITING, BURNING, OR HOLES QTHER THAN THOSE SPECIFiGALLY DETAILED SHALL BE � �
<br /> � f fl�P/'1fIA'1 M�! f�� �IIM�� V�/I�1�����; 11) SLEEVE ALL PIPES THRU SLABS INDIVIDUA�LY: UNLESS APPR(}YEl3 �`( ENGINEER. FlLA+i T�-IICKNESS 4F 2 MILS WfTH A SHOP COAT OF RUST INHIBITNE PRIl�ER. ALLOWED THRU STRUCIURAL STEEL MEMBERS W(TMQUT PRIOR CONSENT OF THE ENGINEER. BOLT � �
<br /> NOIES SHALL CONFORM TO AISC SPECIFICATION, AND SHALL B� STANDARp HQLES UIVLESS NOTED � W
<br /> 12) THE MASONRY CONTRRCTOR SNA�L SE RESPONSIBLE FQR ANY AND ALL SHORlNG OF' THE OTHERWISE, � �
<br /> PRlQR T4 QELIVERY OF STRUCTURAL STEEL TC} THE PROJECT S�TE, ALL UN�7ERGROUND WORK 12) ALL REINFORCING SN�3WN TQ 8E HflOKED SHALL HAVE STANDAi2I3 N04KS UNLESS SH�WN �pNRY WORK. W W
<br /> �AUST �E CdMPL�I'ED, THE Sli`E SHALL BE CAPPED W�IH A MINlMUM OF A PAVEMENT BASE, QTHERWISE. REFERENC� D�1"AiLS (�N SHEET SD2. RLL REINFORCING BARS, DQW�LS, ANCHOF2 BOL1� 7) HIGH-STRENGTFi SOLTS WHERE INDICATED IN THE PLANS OR DEfAILED SFlALL CONFORi� TO � ('3
<br /> EI.ECTRICRL POW�R SHALL B� SUPPLIEp Tp WITH{tJ 2Q� FEEf (}F Rtl V�ORK AREAS RND Ald ANd OTHER INSERTS SHALL BE SECURED IN POSIIIQN PRIOR TO PLACING OF CQNCRE?E. 13) TME MASQNRY GONN�fRRACT'OR SHALl. INSTAL.L STRRTER BL�KS, HALF SLOCKS AND BL�CKS Qf A.S.T.i�. A325 OR A49{l AND BE PROVIDED WITH HARDENED WASHERS CONFOR�IING TO A.S.T.M,
<br /> ADEQUATE AREA FOR ST4RING MATERIALS SHALL BE �ESIGNATED. NtA.SQI�RY EL,�.VATIONS MUST SPEClAI,. 51ZES AND SHAPES AS REQUIRED BY TNE DRRWINGS QR TO MEEf FIEl.D CONI?ITIONS. THE ���s•
<br /> BE PER PLANS. CONCRETE SI A8S A�UST BE GURED AND CLFAN PRIOR TO �1AK0's aRRivAL, �3) PL�GE CRACK CQNTROL JqINTS BY SAw CUrnNG AT 1/4" WIDE x 1/4 TNE THICKNESS OF BLOCKS SHAi1 l�AVE SMOOTH SURFACES AND UNBROKEN EQGES #N THE EXPQSED WORK,
<br /> SLAB WHERE SHOWN, SEE DETAIL 24 ON SHEEf SD2. CUITING TQ BE PERFORMED WffHIN 24 CLOSURE BLOCKS WITH FINISHED ENDS SMALL BE INSTAi1ED AT WALL ENDS, R�ItEALS, RETURNS, 8J �l1BULAR STEEL MEMBERS SFfALL CONFORM TQ A5TM A-50Q GRAD£ B (Fy = 4fi KSI}.
<br /> HOURS 4F CONCRETE PLACE�AENT. DO NOT PIACE C(}NTROL JOlNTS OR CONSTRUCTION Jt31NTS ,qNa PIERS, ETC, WNE�E SMCtWN AND WHERE NECESSARY TO MAKE A WORKMANUKE JOB. CIRCUlAR PIPE MEMBERS SHALL CONFORM TO AST�A A-53, GRADE 8, TYPE E flR S. WIDE FLANGE
<br /> � ���A�� UNDER OR WffHIN 1'-6" FROt� POST UNE. t�EMBERS SHALL CaNFQRM TO ASThr1 A-992 (Fy = 50KS1). ALL OTHER STEEL NEt�BERS SHALL
<br /> �� 14) TO PREVENT WATER It�tTTRRl1SION MAKO REC4MMElJDS jHAT ALL MASflNRY WALLS AND JOINTS BE CQNFORM TO ASTM A-36 (Fy=3fi KSI) U.N.O. �
<br /> 1} MAKO REQUIRES A MINIMUM OF WQRKABLE SLAB AREA Pf21412 TO DELIV�RY AND �4) CONCREfE SLAB SHALL BE PLACED AND FlNiSHEt} WfTHIN A TOLERANCE 4F 1/4" INCH IN WATER PR(}OFED. THE PROJECT ARCHITEGT OR MAS{�NRY CONTRACT41� SHALL DEfERMINE WATER
<br /> �RY 1Q-�EET AS DETERMIN�D BY �LACIN� A 14 F00'T STRNGHT EDGE ON THE SLAB IN ANY p�pp�NG SYST�MS. i�{iKQ IS NOT RESPONSI$LE FOR DEIERMINING PROVIDING AND QR 9 COLUMN �ASE PLAfiE5 SMALL BE GROtiI'ED WITH 'FIVE-STAR" NON-SHRINK GROUT OR
<br /> INSTALLATION 4F MATERIALS. MINIMiJM DEfERMINED BY PRCIJECT SIZE. DIRECTION, AMY DEVIATION FR0�1 TMIS WHICH REQUIRES A[3D1T10NAL CUTTING �F QTHER BUCLpING ' ` 1 � �
<br /> COf�PONENTS SHALL BE THf RESPONSlBiLtTY QF TNE CONGRETE C4NTRACTOR. ������� OF WATER PRQO�lNG SYSTEMS. APPROVED ALTERNATE, WHERE REQUIRED. MINIMU�d C��IPRESSIVE STRENGTH SHALL BE 5,OOU PS1
<br /> 2) Af1 UNDERGROUND WORK SNALL BE COMPLEfE AtJD DRIVEYVAY AREAS SHALL BE CAPPPED U.N.O. ALL SURFACES SHA11 BE PROPERLY CLEANED 0� FF}RE{GN MATERIAL FRlOR TO T�IE *
<br /> WITH SUB PAVING PRiOR TO MATERiAL DELIVERY. GROUTING OPERATIQN. �
<br /> 3 TEM�'Oi�ARY POWER SHALL BE PRQViDED TO ALLOW FqR A MAXIMUM PQWER LEAD RUN {}� �5) BUILDING SLRB IS N�T DESIGNE� TO St�PPQRT CRANE LOADS, CONCRETE MIXING 1RUCKS, {}R ��� ���.
<br /> � OTH�2 5PECIFIC CONSTRUCT1t?N LQADINGS. . � 10) ALL MIAT�RIALS SHALL RECEIVE ONE SHOP COAT OF STANDARD RUST INHIBITIVE STEEL PRIMER.
<br /> 200 FT. TO EACH STRUCTURE TO BE �FZECTED. ALL WELDS, ABRASIONS, AND 4THER SURFACE DEFECTS IN THE SHOP PRIMER SHALL RECEIVE QNE � *
<br /> 16) ALL C�NCRETE REINF4RCING SHALL BE PLACED AN�} SUPPOt� IN CONFORIu�ANCE WfTH RCI »
<br /> 318 AP1D TNE MANUAL OF STANDARD PRACTICE FOR REINF�RCED CONCREfE C(�NSTRUCTION, LATEST �} ��MPOSITE DECK IS TO BE TYYf� 211Y, FORM OF G�AGE PER PLAN WITH 2 1/2 OF CONCRETE �IELD APPLIED C{}AT OF RUST INHIBf11VE PRIMER PRIOR TO ENC�OSURE OR F1NAL A�CGEPTANCE.
<br /> T
<br /> OVER HIGFi RIB FflR R TOTAL THICKNES� OF 5 1/2 (SPEGiAL iNSPECTION REQUIRED). REFER TQ ARCHITECIURAL DRAWINGS AND/OR SPECIFICATIONS FQR FINISH OF ALL EXPOSED �}T�IUV�I �UlIHL ��71�7 MI�ID NV��rGV� �
<br /> 4) C�?NCRETE SLABS WILL BE BROOM GLE�lV AND FREE OF QEBRIS. EDI�i4N PUBLISHED BY C.R.S.1. SURFACES. �
<br /> NQRM�L WE�GM CONCRETE SHAIl NAVE A f`c = 3,OOfl PSI. �
<br /> 5} AN AfZEA ON S(TE IS Tfl BE DE5IGNATED FOR MATERIAL STORAGE AND STAGfNG OF MAKO �7) pROVIDE (2) �4 x 4'-Q" LONG � 4" (>C AT MID-4EPTH OF SLAB AT CQRNERS QF 2) MANUFACTURER; ASC STEEL DECK 1) ALL TESTS AND SPEClAL INSPECTIONS S�iALL BE PER�aRMED BY AN INDEPENDENT TEST1NG AND
<br /> 3) �ECK TO BE FASTENED TO ALL FRAMING WITH �12 TEKS PER PIANS. 11) PROVIDE MIIl REPORTS A?+iD IDENTfFlCATION OF STEEL (AEFIDAVIT OF COMPLIANCE) AS If�SPECTlON AGENCY EMPLOYED BY THE OWNER PER 2410 CBC. JOB SfTE VlS(fS BY THE ENGINEER
<br /> MATERIALS. BLOCK-OUTS AND AT RE-ENTRANT CORNERS WNERE CJ'S L�0 NOT OCCUR, REQUIRE[} BY THE GQVERNING AGENCY.
<br /> 4) �ASTEN COMPOSITE �ECK SIDE l.A�'S WffH �12 TEKS AT 24" ON CENT£R. D� N4T C{?NSIITUTE AN OFFiCIAL INSPECT1flN. COPIES OF REPORTS AND TEST RESULTS SHALL BE
<br /> 6) ACCESS TO TFiE 5� RND ALL SIDES QF ALL BUILI}INGS WITH EQUI{'MEN7' IS f2EQUIRED OR BUITON PUNCH AT 24" ON CENTER. FURNISHED 70 THE BtlILDING OFFICIAL, THE ENGINEER, i'HE CONTRACTQR, AND THE OWNER. SPECIAL �
<br /> F�R 71MELY C4MPLETI�N ANQ SAFETY PURf�OSES. 5) USE t�ACRO F7BER A[)DITNES: 1�} ALL Bpl.T HOt,.ES SHAI.L. BE 1 f 16a UIRGER IN DfA#�ETER THAN BO[.TS. IlVSPECT�R MUST SUBMIT �INAL REPORTS, IF PREUMINARY REPORTS ARE ISSUED. �
<br /> 7) Ail MATERIAL AND LAB4R REQUIRED FOR SAFETY RRIL.INGS AND DEVICES ON MUI.TiSTORY NOVQMESH 85Q AT 25 PER CUBIC YARD, AND PER i�IANUFACTURER INSTRUCTIONS
<br /> C�TIlLL.GD 111�ICrrfl�l�7' # 13) AI1 ANCHOR BOLTS SHAIL BE ASTM A-307, UNLESS NOTED OTHERWISE, WfTH DOUBLE NUTS. 2) NAMES OF INSPECTION CONSULTANTS TO BE USED ON THIS PRt}JECT SNALL BE PROVIDED TO �i
<br /> OR FIBERMESH 65(J AT 4� PER CUBIC YARR, AND PER t�ANUFACTURER INSTRUCTIQNS THE BUIL[}ING 4FfICIAI PRlOR TO ISSUANCE OF BUI�ING PER�tiT. Q �
<br /> PRt�lECTS TO BE PROVIDED BY pTHERS. 1} CONCRETE EXPANSION ANCHORS SHALL BE HILTI KB-TZ PER ICC �ESR-1917. QR EQUALLY APPRQVED. 14) THE USE OF ROLLED STfEL SECTiONS AND/OR BOLTS MANUFRGNRED OUTSIDE THE UNITED �
<br /> ACCEPTABLE EPC3XY SYSTEMS INCLt3DE HILTI RE50�SD PER ICC �ESR-2322 OR SIMPS(}N 6} CH�Ra STEEL AND REINFQRGING STEEL AROUND OPENINGS TQ BE Fy = 60 KSI. STATES WILL REQUIRE VERIFiCATiQN THAT THE PRQf�UCTS CQMPLY WITH APPLICABLE ASTM 3) CONTINUQUS SPECIAL INSPECTION, IXCEPT WHERE PERIODIC SPECIAL INSPECTION IS ALLOWED IN �
<br /> SET-XP PER ICC �ESR-2508. 7) PROVIDE A �AINIMUM 4" PANEL tAP. STANDARDS. MILL CERIFlCATES WILL BE REQUIRED FOR ALL S'TEEL. STEEL GRADES OTHER T�AN TNE NOTES BEL�W, IS REQt1lRED �OR: � �
<br /> � �'G ���" 2) INSTALLATION & MINIMUM EMBEUMENT SNAIL BE Itd ACCORDANCE WITH MANI��'ACTURER'S g� U�E hiO�RMAL WEIGHT CO�� E �0� l�DDITIaNAL INF�RMATI{�N. AP ROVED BY TH�60VERNING GENCIES DEPPARTA�E 0� BUILpING ANpFSAF�EIY PRIOR TUUTHiER �, CONCRETE, DURING TAKING OF TEST SPECIMENS AND PLACING �F REINFORCED C4N�RETE
<br /> SPECIFICATI4NS 4R AS SPECIFIEQ flN THE DRAWiNGS, WHICHEVER i5 GREATER. } ' USE. y � �
<br /> WHILE SiDI�1G, PARTITION, AND R40F PANELS ARE LOCATED QN-SITE AWAITING INSTALLATION, 10) NO CHLORCDE A�DiT(VE TQ BE USED IN CONCRETE FlLL (EXCE�'f NOT REQUIRED FOR FQUN[7ATION CC1NCi2�TE (F f c DESIGN STRENGTH IS NOT �10RE THAN �
<br /> THE PANELS MUST BE STORED AT A SLOPE TQ PREVENT PONDING OR STANDING WATER FR01� 11) NO CONTRC3L �JQIPiTS, SAW CUT �R OTHERWISE, IN COMP�SITE DECK. 2,50Q PSI AND FOR 5lTE WORK CONCRETE FULlY SUPPORTED ON EARTH) �
<br /> ACCUMULATING AND CAUSING SUBSEQUENT OXIDATION OF THE PANELS. 3) WHERE SLEEVE, IXPANSlON, OR EPDXY ANCHORS ARE 5E1' iN MASONRY WALLS, FILL ��� THE FOLL�WING WlLL �11NIM12E CRACK�NG: b. DUR3NG PREPARATION ANQ TAKING 0�` MASONRY TEST SPECIMENS, PLACING �F All �IASONRY �
<br /> BLaCK CELLS WffH CONCRETE FtiR BOL.IED C�UR�E AND ONE CC1l1RSE BELOW ANCHOR A. USE FACTQRY CUT STUDS. �-p� � /�p��p�� U�IITS, PLACEMENT OF t�ASONRY REINFORCEMENT, INSPECTION OF GR�UT SPACE, IMME[7�ATELY PRIOR W
<br /> ELEVATION. ACCEPTA�k,.� EXPANSIQN ANCHQR SYSTEMS fNCLUDE HILTI KWlK BOLT 3 PER ICC g, DO NOT USE t�EDIUM TO HE4VY RIQE-QN EQUIPMENT iNCLUQING RNISHERS ��1 f7L1V� VWGf7rA� � TQ CLOSING �F CLEANOUTS, AND DURING ALL GR4U11NG OPERATIONS, �
<br /> #ESR-1385 OR APPROVED EQUAL. ACCEPTASk.E �PDXY SYSTEMS INCL.UDE HILTI HY-15Q MAX 4R SCISSOR LIfTS. c. EPDXY / ADHESIVE ANCHORS IN CONCREfE AND FAASONRY O
<br /> �A'�,,,I� ��'� � PER ICC #ESi2-196`7, C. Dt} NOT PLACE ANY CQNCENTRAi'ED LORQS QN DECK BEFORE CONCR�TE NAS 1� THE QiNNER SHALL EMPI.�Y A REGISTERED DESIGN PRQFESSIONAL TO PERFORI� STRlJCTURAL d. FIEL� WELDING OF LOAD-SUPPORTING STEEL MEMBERS MID REINFORCING �
<br /> CQMPIETE�Y CURED, OBS€RVATIONS. e. SHOP WELDING IF NOT PERF�RMED IN AN APPROVED FABRICATION SHOP PER CBC SECTION � �
<br /> 1} ALL WEATHER-EXP05ED SURFACES SHALL HAVE A WEATHER RESlSTIVE BARRIER TO RRQTECT �) aT MAS4NRY WALL. C4NNECTI{3NS WITH IXPANSION/SCREW A�tCHQRS: 13} THE COMPOSITE DECK SNOUI.D NOT H� LOADfD UNTIL TNE C4NCRETE STRENGTH OF 3,OOQ 37��.7
<br /> THE INTERIOR WALL COVERINGS. ALL EXTERIOR OPENINGS SHALL BE FLRSHED IN SUCN A A. ANCHOR MUST BE iNSTA�.LED A �IIt�IMllM OF 1 3/8" FR0�1 ANY V�RTICAL MURTAR ppUNDS PER SQUARE INCH HAS BEEN REACHED AND A M{NIMIUM OF 7-DAYS AFTER POURWG. 2) PRIQR TO THE COMMENCEM�NT OF OBSERVATIONS, 7HE S7RUCTURAL OBSERVER SHRLL SUBMIT
<br /> MANNER AS TO MAKE 7HEM WEATHER-PROOF. �����• WHEN THE �EGK IS LQADED, THE LQADIN� SNOUI�? BE SPREAD OUT {NO CONCEtdTRATEQ LOADS) TO THE BUILDING OfFiCIAL A WRfiTEN STATE�4ENT IpENTIFYING THE FREQUENCY AND EXTENT OF 4) IN ADDITION T4 THE REGULAR INSPECTlONS, TFiE Fl?Li.OWING CHECKED ITEMS WILL ALSO REQUIRE �
<br /> A) MAKO STEEL, INC.f MAKO STRUCTURES, INC. WILL BE RESgONSIBLE FOR B. ANCHOR LOCATI�}NS ARE 1.I�AITED TO C?NE PER MASONRY CELL WITH A �11NIMUM STRUCTURAL QBSERVATIONS. SPEG{AL INSPECTfON IN ACCORDANCE WITN SECTION 1704 OF TNE 2010 CBC: �
<br /> AND t�UST NOT EXCEE� 125 POUNDS PER SQUARE FOOT. DURING LOADING, MATERIAL SHOULD BE
<br /> WEATHER-PRO(}f1NG Al_L STEEL FRAMWG CONDITIONS AND MATERlALS TMERIN WMICN ARE SPACING OF 8" OC. w
<br /> ERECTED AS A RESULT OF THE APPROVED CONSTRUCTION CONTRACT. C. E�IBEDMENT QEPTH iS MEASURED FROM THE 0l1TSIDE FACE OF TFlE CMU. PL4CED OVER BEA3�ENG ANQ NOT AT MID-SPAN OF �LOOR QfCK. � VE(�FlCA71(N! AWD IN�'EC'�ON QF STEEL. CONSTRt)C11+�N Pe.� CBC Table 1704.3
<br /> 3) THE ENGINEER 4R ARCH(TECT RESPON5IBLE FOR THE STRUCTURAL OBSERVATION, THE r�-
<br /> B) MAKO STEEL, INC./MAKO STRUCTURES, INC. IS NOT RESPONSIBLE FUR EXTERIOR D. USE A �iINIMUM OF 12� EDGE DISTANCE, UNO, CONTRACTOR, AND APPROPRIATE SUBCQNTRACTORS SHALL HOLD A PRE-CONSTRUCTION MEEfING TO �
<br /> � VEF�IFlCATIQN /WD INS'�'ECTlON � CONCRETE CONSIRUCTION P� C@C Ta�e 1704.4
<br /> WEATHER-PROQFING 0�' CflNCREfE WALLS, PANEL JOiNTS, MASONRY, AND/OR BRICK WQRK, REV�EIM TiiE D�'TAILS OF TNE STRUCTt1RAL SYSTEM TO BE STRUCTURALLY OBSERVED. �
<br /> FLASNINGS OR WEATHER STR(PPING TYPICALLY COMMON TO DOORS AND WINDOWS. ' . � STEEL R�OOF D�EC�C� 4) RR�r4S T� BE O�SERVED: � VERlF1CATIik+) AND INSPEC'I1QN OF MkSQNRY C�VSTRUC110N Per t� Table 17Q4.5.1 {L�VEL I) O
<br /> �7ViL�S �1 M�! 1) STEEL DECK SHALL Bf VllLCi�AFi` 'l.SB DECK OR EQl7AL1.Y ARPROVED, fORM OF 32 GAGE A, F�UNpATION AIV[3 SLAB PREPARATION TO VERIFY PROPER STEEL PLACEMENT AND GRADE BEAM a
<br /> 1) GEOTECHNICA!_ REPORT BY: ASSOCIATED EARTH SCIENCES, INC. ���L SHEE7S Cf�NFORMI#VG TC? ASTM A-446, WITM A PROTECTIVE COATING OF ZINC AND PAD F04TING SlZES PRl{�R TO F�UR.
<br /> ��Q ������ PROJECT N0: KEd70023A, DATEt� FEBRUARY i 3, 2t107 CQNFORMING TO ASTM A�525. ������ �ALLS�RIFY WALL DIMENSIt7NS, GQNCREiE IdASQNRY UNfT 51ZE, AND STEEL & �� �� �pEC1AL INSPECTOR NEED NOT SE CONTINUOUSLY PRESENT DURING WE�DING OF
<br /> AND CHRPTER 1fi.01 AMENDMENTS TO THE lNTERNATIQNAL BUiLDING CQDE AN� THE . STAMP
<br /> 2} THE [3ECK SHA�.i. BE GAPABLE OF RESISTING A Uh�IFORMLY �ISTRIBUTED ROOF LOAD AS C. PRIOR TO FLOOR CONGRE�E BEING POURED AN[7 ROOF D�CIC INSTALLATION T(� VERIFY Pt1�NS SINGLE-PASS FILLEC WELDS NOT EXCEEDING 5/16 IN S#ZE, PR4VlDED THE MATERIALS,
<br /> 1. PROC�DUftE: SUBMI7TAL bOCUMENTS �OR DEFERRED 5USMITTAL ITE�AS SHALL BE INTERNAT30NAL RESI[3ENTIAL CQaE PER THE EVEREff MUN�CIRAL C�QE. �, �R �
<br /> SUBMfTF£D TO TH£ AftCHITECT OR E�JGINEER OF RECORQ, WHO SHALL REVfEW THEM ANp SHOWN (N GENERA�. NOTE #4. AND DETAILS ARE BE{NG FQLLOYVED AND TO MAKE QEFICIENCIES KNOWN EARLY ENQUGH TO QUALIFICATIt3NS �F WEI..[}ING PRpCEpURES, AND WELDER QUAUFlCATI�NS ARE VERIFIED PRIOR TU �f�� �
<br /> FQRWARD THEM TQ Tl1E BUk1.DING OFFICIAL WITH A N4TATION INpICATiN� THAT THE DEFERRED ALLOW f4R GflRRECTION PRIOR TQ C�F�PI.ETION. ITEMS TO BE OBSERVED IlVCLUDE: THE START OF WORK; PERIO(3iC INSPECTIONS ARE MADE OF WORK iN PROGRESS; ANO A ViSUAL G y
<br /> 2) �ESIGN VALUES: � �
<br /> SUBMITTAL D�CUMEl�ETS HAVE BEEN �EViEWEQ AND THAT THEY HAVE BEEN FOUND TO 8E IN � » 3) THE DECK SHALL BE DESIGNE[3 AND #�ANUFACTUREp IN ACC{3RI�ANCE WtTH THE a• FRAMING SIZES, SPACING, APdD SPANS. INSPECTMON OF AI1 WELDS IS MADE PRIOR TO COMPlEfION OR PRIOR TO SHIPMENT OF SNOP � �, �
<br /> MINIMU�A FO(1TING 18 WI�E x 18 DEEP b. SNEAR WALL AND �OQF QECK SCREIM PATTERNS. WELDING.
<br /> GENEf2AL CONFa�tMANCE WITH T'HE D�SIGN OF' Ti1E BUILDING. 7�IE DEF��REQ SUBMI7'i'AL ITEMS ����MUM PAD FQQTING: 36" SQUARE "SPE�IFICA71dNS �QR DESIGN OF LIGHT GAGE COLD FORMED STEEL STRUCTURAL MEMBERS", z
<br /> SHA(1 NQ"t 8E INSI`ALLEp UNTi� THEIR DESIGN AND SUB�AITfAL DOCUMENTS HAVE BEEN AND CONFORM TO THE STEEL DECK INSTITl3TE'S RECt�A�MEND£D SPECIFICAT�ONS. c. POST/STUD ANCH�RAGES AND NUMBER OF FASTENERS.
<br /> APPROVED BY THE BUILDWG OFFICIAL ALLOWABLE SQIL BEARING: 2,500 PSF d. LEDGER Ai+ID HEADER ATTACHMENTS. 6) REQIiIRED TESTING. r0 �
<br /> SUBGRADE MflDU�US: 115 PCI e. FLOUR CHORD & TIE STEEL. �� 4Q�� ��"
<br /> 4} �ECK UIVITS SHALL BE ERECTED AND ANCHQRED lN ACCORDANCE WITH THE �'�,�'����T F,���,,�
<br /> 2. DEFERRED ITEMS: THE FOLLflWING ITEMS ARE T�0 BE DEFERREO SUBM(TTALS; I�tANUFACTURER'S SPECIFICATIONS AND ERECTIQN DRAWINGS. a. CONCRETE CYi..iNDERS FOR 28 DAY STRENGTN (2 CYLINDER AVERAGE) FOR EACH C1ASS �F ssjo �N
<br /> 3) GEOTECHNICAL ENGINEER SHALL REVIEW THE FOUNDATION PLANS AND GENERAL NOTES 5} AT THE CONCLUSION QF THE WORK INCLUDED IN THE PERMIT, TNE STRUCIURAL OBSERVER CONCRETEE, NOT LESS TNAN d�ICE A DAY, N�T LESS THAN �NCE F�R EACH 150 CU YDS, AND ldOT �`��-
<br /> - PRE�FASRIGATEE} STAIRS PERTAINING TO THE FOl1NQATION PLANS �`OF� C(}MPLIANCE W(TN THE GEO7�CHNlCAL REPORT. SHAIl SUBMIT TO THE BUILDING �FFlCIAL A WRII'TEN STATEMENT 7HAT THE SITE VISITS FiAVE BEEN LESS TNAN ONCE FOR EACH 5,(}00 SF OF SLABS.
<br /> - F1RE SPRINl�LER PLAAt�1S MADE AND IDENTiFY ANY REP4RTED DEFICIENCIES WH1CH, TO THE BEST OF TFIE 5'�RUCTURAL b. C4NCRETE MASONRY UNITS SHALL BE TESTEQ PRIOR TO CQNSTRUCTION TO VERIfY COMPRESSIVE EXPIRES: OS-18-1�
<br /> - ELEVATt}R [3f�AWINGS 4) PRIaR T� THE CONTRAC7�R REQUESTING A BUIL�ING FOUNQATI(3N IIJSPECTION, THE SOILS OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. STRENGfiH 0�` �,900 PSI MINlI�UM.
<br /> ENGINEER SHALL ADV�SE THE Bt111.DING OFFIC,R� iN WR9TiNG THAT: c. C4NCRETE MASOIdRY UN[T� SHJ�I. BE TESTEO DURING CONSTRUCT{ON FOR EAGH 5,000 5F OF DA7E 04-30-13
<br /> A. THE BUILDilJG PAD WAS PREPARE[? IN ACGORDANCE WfTH THE 501LS REPf�RT. 6� OWNER SNALL SUBI�IT A COPY OF THE STRUCTURAL {36SERVATI0�1 REPORT TO THE GOVERNING WALt. AREA FOR CUMPRESSION STRENGTH TO SHOW COMPLIANCE WfTH IBC (1,90{7 PSI MlNIMU�1).
<br /> 8. THE UTILITY TRENCHES HAVE �EE�! PROPEf�LY BACKf1LlEQ AND COMPACTED. ANGENCY AtJD MAK� STEEL, INCjMAKQ STRUCTURES, iNC,. d. I�AASONRY GROUT SHALL BE TESTED FOR EACH 500� SF OF WA11 AREA, Btf� NOT LESS THAN 1 DRAWN P,iPH
<br /> C. THE FOUI�OATION EXCAVATf�NS C(}MPLY WITH THE Ih�T�M` 0� THE 541LS REPOF2T. TEST PER PROJEGT, TO SHOW COMPilANCE W(TH 2O10 CBC, BUT NC1T LESS THAN 2,000 PSl PER
<br /> �$C. CH�CKED �ARD
<br /> 5) THE ENGINEER OF RECaRD MUST BE INF(}RMED t�F ANY CHANGES IN DE51GN CRITERIA e. NON-DESTRUCTIVE TESTiNG OF ALL FUi1 PENETRATION WELD (CQMPLE(E JOINT PENETRATION JOB N0. 1211
<br /> MADE BY THE SOlLS GEOLOGIST IN THE COURSE OF CCI�JSTRUCTION. WELDS) CONNECTIONS. SCALE NA
<br /> DRAWING No.
<br /> 0
<br /> REV. ��
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