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STEEL J�ISTS: STEEL. RC�OF DEC�: MiSCE�.LANE�US STEEL-�CONT'D: PRE�AST C��ICRETE PANELS: �
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<br /> 1. ALL STEEL JOISTS WILI.: BE FABRICATEp AIVD ERECTED IN ACCORDANGE WITI� THE STE�L 1, STEEL RQOF DEGK SHALL BE 3" DEEP, 16 GAGE, 18 GAGE �R 20 GAGE (SEE SHEET S2a FOR 5, HANDRAI�.S AND RAILING SYSTEM: DESIGN, FABRICATE AND lNSTALL HANDRAILS RND �
<br /> JOIST INSTITUTE SPECIFICATIONS. LOCATIdN}, 38 KSI, VVIDE RIB G-60+�ALVANIZED TYPE "N"METAL DECK WITH 7HE RAILI�IG SY�TEMS TO WITHSTAND THE FQLLflWING STRUCTURAL LQADS VIiITH4UT �� ALL PRECASi' CQNCR�7E CONSTRUC710N SHALL C4MPLY WITH REQUIREM�N7'S �
<br /> FQLLOWING PROPERTIES: E�CEEDIhIG THE ALLOWABLE DESIGN WOaKING STRES� OF THE MATERIALS INVOLVED AND �ECflMMENDATIONS OF LATES7 ACI 318, PCI MNL 92U AND PCI MNL 116,
<br /> 2. JOISTS DESIGNATED "SP"SHALL BE DE�IGNED BY THE JQIST MA�NUFACTURER FOR 16 GAGE S�'EEL F�UOF DECK INGl.U�ING ANCHORS AND CaNNEGTIQNS. APPLY EACH LOAD T� PRODU�E THE MAXIMUM 2. PREGAST WALL PANEL FINISHES SHALL BE SHUWN QN TNE AR�HITECTURAL
<br /> NON-UNIFORM LOADS AS SPECIFIEO �N THE CQNTRAGT DdCUMENTS. �
<br /> MOMENT 4F INERTIA, I = 1.683 IN 1FT STRESS IN EACH OF THE R�SPECTIVE�CUMPON�NTS �F EACH �IETAL FABRICATIaN. DRAWINGS, �
<br /> 3. BRIDGING INDICATED (?N DRAWINGS IS ILLIlSTRATIVE(JNLY. THE JOIST MANUFACTURER IS SECTION MODULUS, Sp= 0.893 I(� /FT �. T{�P RAIL�F GtJARDRAIL SYSTEMS: C�NCENTRATED LOAD OF 200 Ibf APPLIED AT ANY �• CONTRACTOR �HALL COORDINATE LOCATIONS OF EMBED PLATES FOR
<br /> TO DETERMINE THE QUAN7ITY, SIZE, CONFIGURATION; PLACEMENT AND DETAILING OF 18 GAGE STEEL RO�F DECK POINT AND IN ANY DIRECTIQN. UNIFORM LOAD OF 50 Ibfi PER LINEAR FOOT APP�IED IN A�1Y CONNECTIONS WITH THE STRUCTURAL DRAWINGS AND APPRQUED STRUGTl1RAL
<br /> BRIDGING TO COMPLY WITN THE STANDARDS C}F THE STE�L JC?IST INSTITUTE AND MOMENT C?f INERTIA, I - 1.2�8 IN�IF`T [�IREC?I{7N ON THE TQP RAIL. CONCENTRATED AND UNIFQRM LOADS AS�VE NEED NOT BE SrEEL SHOP DRAWINGS. �
<br /> CRITERIA INDIGATED ON THE CONTRACT D�GI�ME�iT�. SECTI�N MODULUS, Sp= Q.B88 il� fFT ASSUMED TQ AGT SIMIJLTANEQI�SLY. 4. COMTRAC70R SHA,LL DESIGN LI�T INSERI"S ANa ANY ADDITIONAL ST'EEL �
<br /> 4. ALL LINES OF HORIZONTAL BRIDGICJG MUST B� TERMINATED ON A WIDE FLANGE BEAM, 2Q GAGE STEEL R4aF dECK REQUIRED FQR�.IFTING OPERATIQNS.
<br /> b. HANDRAILS h1�T SERViNG AS TdP RAILS: C�NCENTRATED L4AD OF 200 Ibf APPLIED AT ANY �
<br /> WALL OR DIAGONALLY CONFIGURED TO RESIST 700 PUUNDS OF TENSION/C�MPRESSI�iV MaMENI'4F INE�TIA, I =0.$4$ I�1¢/FT 5. CONTRACTOR SHALL COORDINpTE WITH STRUCTURAL DRAWINGS AND
<br /> ��_ � ��� �� �F�, P+�INT AND IN ANY DIRECTlON. UNI�OFiM L4AD OF 50 Ibf PER�.I�IEAR FOQT APPLIED IN ANY
<br /> BRIDGING FORCES, ALL BRIDGWG AND BRIDGING ANCHORS T(?BE COMPLETELY SEC710N MODULUS, - DIRECi'IaN. CCJNCENTRATED AND UNIFORM LOAaS ABOVE NEED NOT BE AS�UMED TO f�CT �RAWINGS OF ALL OTHER DISGIPLINES FUR PANEL DIMENSIONS, PLATE
<br /> INSTALLED BEFORE C4�ISTRUCTION LOADS ARE PLACEa ON TH� JOISTS. BRIDGING aHALL LOCATI4NS AND ALL I�EQUIRED QPENINGS. �-
<br /> BE BOLTED OR WELDED TC?JQIST CHORQS TQ RESIST AN UNFACTORED FORCE N4T�.ESS 2• [3ECK SPAN IS PERPENDICULAR TQ Sl1PPf�RT�RAMING UNO. SI�IULTANEOUSLY, �, MISCELLANE�US QPENINGS MAY BE REQUIRED FOR FIRE LINES, PLUMBING, Li1 '
<br /> THAN 700 POUNDS. 3. WHERE DECK SPAN CHANGES DIF�ECTI�N, PROVIQE CtJNTINl1QUS FLAT PLRTE TO c, INFILL AREA OF GUARDRAIL SYSTEMS: CAf'ABLE�F WITHSTANDING A HORIZONTAL SANITARY LINES, ELECTRIGAL C4NDUITS, ETC, CURE dRILLING AFTER ERECTIQN �►
<br /> MATCH DECK GAGE. ATfACH USING (2)#10 TEK SCREWS S�AGED a�,} 12"QC (1 EA SIaE} CONCENTRATED LQAD OF 5Q Ibf TO ONE SQ. FT. AT ANY POINT IN THE SYSTEM INCLUDING OF PANELS MUST HAVE THE APPR4VAL{7F THE PI�ECAST PANEL �ESIGNER AND ENGINEER UF Cd� �
<br /> 5. THE CONTRACTQR IS RESPONSIf3�E FOR C40RDINATING THE �OGATIONS OF ALL BRIDGING PANELS, I�JTERM�DIATE RAILS, BALU�TERS t�R OTHER ELEMENTS COMP4SING THE INFILL R�CURD PRIQR TO PERFORM,ANCE QF THE WQRK, UNfl ON DRAWIN��. PRQVIDE C!� �
<br /> WITH UTILITY LOCATIONS PRIQR TO JOIST ERECTION. 4. �ECK ATTA�HMENT SHAL.L BE AS SH4WN flN DIAGRAM AND SCHEDULE 4N SHEET S2a.
<br /> 6. INSTAL� BOTTOM CHORD J�I�T EXTENSIQNS (INDICATED ON CMC GE PLA(�S AS SCX'S}AND 5. METAL DECK SHALL NQT BE 11SED Tfl HANG PIPES, CaNDUITS, ELECTRICAL AND A���° REINFORCEME�IT AROUND EACH FACE OF OPENINGS AS REQUIRED. � •
<br /> BOTTOM CHORD BRACES AS C�LLED FflR ON JQIST SHOP DRAWIN�S. BCX'�ARE TO BE MECHANICAL EQUIPMENT, ETC, 6. FABRICAT'E LADDERS FQR THE LOCATIONS�HQWN, WITH THE DIMENSIONS, SPACING, �, CpNTFtqGTQR SHALL SUBMI7�CALCULATI�NS ANG DRAWINGS FC�R ALL PANELS,
<br /> ATTACHED AFl"ER ALL DEAD LOADS ARE APPLIED. DETAILS AND ANC�I4RAGES AS INDICATEt�OR R�QUIR�D. COMPLY WITH TNE CALCULATI�7NS AND DRAWINGS SHALL INDICATE ALL APPLICABLE LOADS AND
<br /> REQUIREMENTS �F ANSI A14.3. SIDE RAILS: CONTINUOUS, STEEL, 2"x2112"' FLAT BARS, SHALL BE SIGNED AND SEALED BY A�TRlJC7URAL ENGI�JEER REGISTERE[7 IN THE
<br /> 7. CAMBER STEEL JOISTS PER THE STANDARDS OF THE STEEL JOIST INSTITUTE, UNLESS �E I S M I C L�AD RE�I STI N G SY�TE M. 1N�TH EASED EDGES, SPAGED 18"APART. BAR RUNGS; 3/4° DIAMETER STEEL BARS WITH STATE OF WASHINGTON.
<br /> NOTED OTHERWISE. GRIP StJRFACE, SPACED �2 a.c. GALVANIZE IF EXTERit}R EXPOSURE. g, THE CQNTRACTOR SHALL PRQVIDE REINFORCING SHQP DRAWINGS INDICATING
<br /> $. UNLESS OTHERWISE NOTED, PR�VIDE J41ST S�ATS t�F'THE SAM� DEPTH A7 BEARING 1, ALL MEMBERS INDICATED AS�SHALL BE GQNSIDERED PART OF THE SEISMIC 7. FABRICATE LADDER SAFETY CAGE5 TO COMPLY WITH ANSI A1�.3. PRIMARY HQUPS: 5/16"x4" BAR SIZE, SPACING, DIMENSIONS AND ALL NEGESSARY INFQRMATION REQUIRED
<br /> LOCATIONS COMMON Tfl JOIS7S FRC1M DIFFERENT SERIES (K, LH, �LH, ETC.), �ORCE RESISTING SYSTEM. ALL MEMBERS D�SIGNATED AS "S�RS° SHALL BE STEEL BARS F4R TOF"AND BCtTTOM H4t7PS; �ND F�JR CAGES LdNGER THAN 20'-0", TO ACCURATELY P4SITION THE R�BAI�AS INDICATED. ENSURE CHAIRS,
<br /> 9. STAGGER STEEL JOISTS AS REQUIRED TO C►BTAIN MINIMUM BEARING REQUIR�d BY 7H� SUBJECT TU TH� QUALITY ASSURANCE PLAN ICJ AC�QRDANCE WITH CHAPTER J INTERMEdIATE HOQPS SPACED NOT MOR�THAN 20'-0"a.c. SECONDARY INTERMEDIATE BC�LSTERS, OFt UTHER MEANS OF SUPPORTING FtEBAR ARE PR�VIDED AND
<br /> STEEL JOIST INSTITUTE. PER AISC 341-1�1 INGLUDWG ALL WELDED JC�INTS AND ALL B�L"fED J�INTS, MT T'EST H40PS: 5/96'"�'"STEEL BAR NOQPS SPACED NQT MORE THAN 4'-0"o.c. BETINEEN PRIMARY ACCURATELY DETAILED, FANEL CONSTRUCTION SHALL NOT STA�T �1NTIL
<br /> 100%� OF ALL PENETRATION WELDS AT COLUMN BASES &CQLUMN SPLICES IN THE NC74PS. VERTICAL BARS; 5116"x2" STEEL BA�tS S�CURED T4 �AGH HaQP SPACECI REINFORCING SHt3P DRAWINGS ARE REVIEWED APPROVED& RETURNED.
<br /> 10. UTILITY HANGERS MUST BE ATTACHED TQ TH� JOISTS WITHIN 6" QF A PANEL PQINT, '�;�RS". A7 LARGE PENETRATIQN WELDS (1"'GROOVES AND LARGER� UT T�ST THE APRR�XIMAT�LY 9"o.c. GALVANIZE IF EXTERIOR EXPOSURE. PANEL F(3RMING AND REIf�FORCING SHt�P DRAWINGS SHALL BE CHECKED &
<br /> WHERE HANGERS MUST BE ATTACHED �EYOND 6'"(��A PAN�L PC31NT A J�IST S71FFE�JER gASE &CAP PLA,TES F�R LAM�LLAR TEARINC�ANa LAMINATI4NS. U�'TEST 9Q0°fo CJP REVIEWED BY THE CONTRACTOR FOR COMPLIANCE WITH THE CONTRACT �
<br /> SHALL BE INSTALLED, QO NQT APPLY MORE THAN 2Qq POUNDS 4F T�TAL HANGING LQADS 8. GALVANIZING REPAIR PAINT: HIGH ZINC QUST CONTENT PAIN7 FOR RE-GALVANIZING
<br /> TO ANY SINGLE J015T, UNLESS NUTED QTHERWISE ON CMC CE DFF�AAVVINGS. ��Q���'���-dS AT BRACING REINFURCING PLATES. WELDS IN GALVAIVIZED STEEL, WITH DRY FILM CONTAINING NOT LESS THAN 94%ZING DUST pQ�UM�NTS Pf�IOR TO SENDING THEM FflR R�VIEW BY THE STRUCTURAL
<br /> BY WEIGHT,AND COMPLYING UUITH DOD P29035�R SSPC PAIN7 20. ENGINEER 0� RECORD.
<br /> 11. UNLESS NOTED OTHERWI�E, TNE JQIST�ABRIGATC?R SHALL DE�IGN R�C?F JOISTS FOR A 2. PER AISG 341-10, SECTI4N F4.6a, GR04VE WELDS AT COLUMN SpLICES, WELDS AT 9. GR(3Ui' USED UNDER WALL�SH�AI.L BE NON SHRINK WITH A MINIMUM 28 DAY
<br /> NET UPLIFT OF �5 PSF.AD[?ITIQNAL BRIDGING, IF REQUIRED, TO B� CLEARLY NOTED ON C4LUM�J TQ BASE PLATE CQNNECTIONS AND WELDS AT BEAM-TQ-COLUMN COMPRESSIVE STRENGTH aF 5,Q00 PSI. SUBMIT Gf�t�UT MIX FOR APPRQVAL.
<br /> ERECTION DRAWINGS.THE G�NERAL �C�NTRAC7�R SHA�L �OQR�INATE THE LOCATI0�1 QF C{7NNECTION� CO�IF`ORMING 70 SEGTI9N F4.6b(b�ARE DEMAND CRITICAL WELDS DELE�ATE D BU�KLI�I� RESTI�Il�E�
<br /> ERECTION.ING WITH FIRE PRt}TE�TIQN SYSI"EM AND TQTHER TRADES PRIOR TO J�JIST AND SHALL SATISFY THE REQUIREMENTS QF SECTION A3.4b AND 12.3. � AD H E�11/E AN C H Q R�.
<br /> 12. ABSOLUTELY NO HOLES WILL BE BURNED 4R LRILLEQ INTQ JQIST CHQRDS WITHt�UT �' � ��'•Z• QEN07E PR�TECT�D ZONES. DISCONTINUITIES CREATE[7 BY BI�A�E �YSTEM C}E�IGN.
<br /> APPROVAL FROM THE ENGINEER. FABRICATI{�N OR ERECTION OPERATIQNS, SUCH AS TA�K WELD�, EREGTIC7N AIDS, 1. �OR POST-INSTALLED ADHESIVE ANCH�JRS INTO CONCRETE, PRODUCTS SHALL HAVE
<br /> 13. STEEL JOISTS BEARING ON COLUMNS WILL BE Bt�LTED. S3EEL JflISTS BEARING QN SEAMS AIR-ARC GOUGI�VG ANQ THERMAL CUTTlNG SHAL.L SE REPAIRE[�AS DIR�CTEd �Y 1. I�NLESS SPECIFICALLY D�TAILED ON DRAWINGS, ALL BUCKLING RESTRAINED BEEN TESTED AND QUALIFIED FOF�USE IN ACCORDANCE WITH ACI355.4 AND ICC-ES
<br /> WILL BE WELDED TO STEEL WlTH A 2"LONG FILLET WELD C1N EACH SID� OF THE BEARING. THE ENGINEER�F REC4RD. NO WELDED, SCRE1NEa OR SH�T-INfIELD �RACE SYSTEMS SNAL� BE QESIGNED BY THE CONTRACTQR"S DELEGATED AC308. PRE-APPRQVED ADHESiVES INCLUDE:
<br /> EXTEND BOTTOM CHORDS OF JOISTS AT`CC3LUMNS TO A S7ABILIZER PLATE D�J NOT WELD ��ACHMENTS F4R FACADES, PARTITI{��JS, DUCT 1NORK, PIPING UR f�THER B�JCKLING RES°TRAINED BRA.C� SYSTEM DE�IG(� ENGI�lEER. SNOP DRA4VINGS AND A. SIMPSC}N STRONG-TIE "SET XP" (ICC-ES E�R-2508)
<br /> � CflNSTRUCTION SHALL BE PERMITTED IN THE PRC7TECTE�ZONES INDICA7ED. CALCEJLATIt�NS FDR COMPLETE BUCKLING RESTRAINED BRACE SYS7EM AND S, NII.TI HIT-RE 500SD �I�C-ES ESR-2322}
<br /> THE BOTTOM CHORD EkTENSIC?N T9 THE PLATE). IF NO JOIST C��CtJRS AT GQLUMNS, PROTECTED ZONES SHALL BE INDICATED ON SHOP AND ERECTI0�1 DRAWINGS. CQNh�ECTIQNS SHALL BE PREPARED AND SUBMITTED 7C?GETHER FOR REVIEW BY
<br /> EXTEND THE BOTTOM CH�RDS OF EACH ADJACENT JOIST TO BEAMS. 2. �QR P�ST-INSTAL.LED ADHESIVE ANCNORS INTO MASONRY, PRfJDUCTS SHALI.
<br /> �EFER TO AISC 341-10, SECTION D1.3, SEGTIQN F4.5c,AND SECTI�JN 12.1. THE ENGINEER flF REC�}RD AND BY THE OVVNER. CALCULATIQNS AND DETAILS HAVE BEEN TESTED AND QUALIFIED F4R USE IN ACCt}RDANCE WITH ICC-ES ACb8.
<br /> 14. UNLESS NOTEQ OTHERWISE, DESIGN STE�L JOISTS LIMITI�JG �IMPLE SPAN DEFLECTIONS SHALl�BE SIGNED AND SEALED BY A STRUCTURAL ENGWEER FtEGISTERED IN THE PRE-APPR�VED ADHESIVES INCLUDE; (A�L MASONRY GELLS i'a RECEIVE
<br /> TO THE FOLLOWING CRITERIA: 4. ITEMS INDICATED AS"SFRS"SHALL HAVE CLASS A FAYIN{� SURFAC� (�R B�TTER. STATE�F WASHINGTON. BEFQRE SUBMITTIN�T(J THE ENGINEER QF REGOR�7, �q���{p�, S�{ALL �� GROUTED 54LID}
<br /> a. LIVE LOAD DEFLECTIC3N = L/240 OF SFAN ALL CONNECTI4NS dF MEM�ERS INQICATED AS "S�RS"SHA(�L HAUE �H�P DRAWINGS SHALL BE REVIEWED BY THE GONTRACTOR FOR COMPLETENESS
<br /> b. T�TAL LOAD DEFLECTION = L1180 U�'SPAN PRETENSIa�IEQ BOLTS. PRETEN�IQNE� B�LTS SHALL BE NOTED JN ERECTION AND COMPLIANCE TO THE CC�NTRACT DOGUMENTS. SHOP DRAI,NINGS I�QT A. SIMPSON STRdNG-TIE flSET" (ICC-ES ESR-1772)
<br /> �RAWIN�S. REVIEWED BY THE GC3�ITRACTC�R WILL BE REJEGI"ED AND R�TURNED. N(7 BUCKLING B. HILTI HIT-HY 150 MAX(ICC-ES ESR-1917)
<br /> 15. STEEL JOIST PLACEMENT PLANS SNALL BE SUBMITTEQ T4 THE ENGIf�EER FC}R REVIEW RESTRAINE�? SRACE SYSTEMS SNALL �E FABRICATED UNTIL THE REVIEW PROGESS C. HILTI HIT-RE 500SD
<br /> PRIOR TO FABRICATION. THE PLANS SHAL� INCLUDE: IVI I S�E LLAN E(J U� �TEEL, C?F THE SHQP DRAWINGS BY THE ENGINEER aF REGORD IS C�MPLETED, 3. SUB571TUTI�3� REQUES7S �'OR PRODUCTS OTHER THAN THQSE LISTED A80V�
<br /> a. LISTING OF ALL APPLIGABLE L�}ADS tJSED T�DESIGN THE JC?IST'SIJOIST GIR�ERS. APPR�VED AND RETURNED 7Q THE CONTRACTOR. MAY 8E SUBMITTED BY THE CONTRACTUR TO THE ENGINEER-�F-REC{�R� (EOR} �
<br /> b. PR�FILES FOR NONSTANDARD J(�ISTfJ41ST GIRDER CON�IGUR,ATIONS. 1• DESIGN, FABRICATIflN A,Na ERECTIGIN ��ALL MISCELL.ANEC}!JS STEEL SHALL BE IN FOR REVIEIN. SUBS7ITUTIONS WILL ONLY BE CONSIDERED FOR PR�DUCTS
<br /> AGC4RDANCE WITH THE AISC MANUAL OF STEEL GC}NSTRUCTIC7N, ASD; 34TH EDITIO�J, �, DELEGATED BUCKLING RESTRAINED BRACE SYSTEM DESIG�I E�JGINEER SHALL NAV�NG A�QDE REf't�RT RECaGNIZING THE PRODUCT F�R THE APPROPRIATE
<br /> c. CONNECTION REQUIREMENTS FOR JOIST SUPPflRTS, JOIST GIRDER UNLESS �THERWISE Nt7TE��N THE qRAV111NGS. � APPLICATIQ�J. SU�STITUTI�N REQUESTS SHALL INCLUDE CALCULATIONS
<br /> SUPPORTS AND FIELD SPLICES COMPLETE�Y DESIGN AND SH�W BlJ�KLING RLSTRAINED BI�ACE SYSTEM AND THE p�Mt?{VSTRATING THE SUBSTITUTION IS THE EQUIVALENl"CAPABLE Q�ACHIEiIING
<br /> d. DEFLECTION CRITERIA USED FC�R LIVE AND TC}TAL LOADS F4R NON SJI 2• MA7ERIALS SHALL MEET TNE �Et�UIREM�NTS OF 7HE FOLL�WING SPECIFICATIONS, GONNECTIO�J DETAILS Ft�R THE REQUIRED GUSSET PLATES, ,4NGLE�, STIFFEPJERS, FILLER pERFORMANCE VALUES pF THE PRE-APPR4VED PRODUGTS.
<br /> STANDARD JOISTS. UNLEiS NOi'ED: PLATES, B4l.TS, WELDS, TOLERAN�ES, ETC. TQ SAFELY RESTRAIN THE APPLICABLE
<br /> a. STRUCTURAL STEEL: ASTM A�92 50ksi, MIN C12 AND LAI�GER, W8 AND LARGER LOADSIFC7RCES IN THE GONNECTED MEMSERS. 4. ADHESlVE AIVGHORS SHALL BE INSTALLEQ PER THE MAiVUFACTURER'S
<br /> 16. AT COMPLETION 4F FABRICA1'ION,THE.i01ST MANUFAC7URER SHALL SUBMIT TO THE ' E )
<br /> ENGINEER OF RECORD A GERTIFICAT� 0�C4MPLIANGE STATIIVG WfJRK WAS PERF4RN�EQ b. HOLLOW STEEL SECTI(JN� �HSS, aka TUBES):ASTM A500, GRADE B, 46 ksi 3. BUCKLING RESTRAINED BRAC�S ARE TO BE TESTED PER TH� PROVISIC�NS t3F AISG INSTRUCTIQNS. THE GONTRACTOR SHALL CONTACT TME MANUFACTURER �OR
<br /> IN ACCORDANCE WITH APPROVED GONSTRUCTION DOCUMENTS AND THE SJI STA�JDARD c. STEEL PIPE:ASTM A53, TYPE E OR S, �F�ADE B 341-10. SUPPLIER TO �UBMIT PR00��}F �ACH BRACE'S COMPL.IANCE WITH THE PR�}DUGT INSTALLATION TRAINING.
<br /> SPECIFICATIONS. THIS IS REQIJIRED TO MEET IBC CHAPTER 17, SPECIAL INSPECTION AND d. ALL OTHER STEEL:ASTM A36, UNLESS NOTED QUALIFIED Lt?AD AND STRAIN RAiVGES. 5. MINIMUM EMBEQMENT FOR ADHESIVE ANCHORS SHALL BE AS FdLLOWS, UNO:
<br /> THE QUALITY ASSURANCE PLAN F4R THIS PR{?J�CT. +�. BpLTS: ASTM A�32� 1V 4. Fysc I�THE�,CTUAL YIELD STRESS aF THE STEEL CORE AS DETERMINED BY A 112" DIA=4 �/2" 3/4" DIA=6 3/4" ,
<br /> f. WELDING: ELECTRODES AWS A5.1 E70� C�UPC7N TEST. 38 ksi < Fysc<4fi ksi. CNARPY TESTING REQUIRED WHEN THICKNESS QF 5�$" DIA- 5 5/8" 1'" DIA- 9"
<br /> STEEL FLC}OR DE�K. 3. SU�MITTALS: THE FABRICATC}R SHALL SUBMIT DESIGN CALCULATI�NS FOR STAIR THE CORE MAT�RIAL EXCEEDS 2 INCH�S. � +_ o
<br /> MEMBERS, HANDF�AILS, GUARDRAILS AIVD CQNNECTIt}NS. THESE CALGULA,TIC}NS SHALL BE 5• �RACE STIFFNESS Keff TU B� SM x(AscEIL) / 10Io, WHERE TF1E VALUES �C3R �E�HAi V I��� AN�H���.
<br /> 1. ELEVATED CdNCRETE Sl.ABS SHALL B�3" NaRMAL WEIGHT C�NCRETE OVER 2" DEEP, SEALED BY A STR�JCTIJRAL ENGINEER REGISTERED IN THE JURI�DI�TI�N W'N�RE THE �TI�FNESS MC7L�IFICATION FAGTC►R{�M)AND STEEL CQRE AF�EA(Asc}AR�TAKEN � FQR POST-INSTALLED MECHANICAL ANCHORS INTO C�NGRETE, PRODUCTS SHALL
<br /> TYPE VLI, 2Q GAGE, 50KS1 DECI� BY VULCRAFT QR APPROVED EQUAL COMPt�SITE FF�aM THE TABLE AND"L" IS THE WQRKPOINT-WORlfP01NT LENGTH 4F THE BRACE.
<br /> � j PR4JEGT IS LOCATED. TMEY SHALL BE SUBMITTED AND APPROVED BY CMC CE; PRIQR TO HAVE BEEN TESTED AND QUALIFIED F'aR USE IN ACGORDANCE WI1'H AC1355.2 AND IGG-
<br /> GALVANIZED DECK(TOTAL`CHICKNESS = 5"}. REINF4RCE SLAB WITH #4 a�,712° OC EA WAY THE SUBMITTAL OF ANY AFFECTED SHOP DF�,AININGS. SEE SHEETS S21 fl-S218 FQR TABLES ES AC193. PRE-APPROVED ANCH(7RS INCLUDE:
<br /> LOGATED 1° BELOW TOP C3F SLAB AND (1}#4xCQNT LC�CATED AT B�TT(7M �� EVERY FLUTE. 6. VALUES �}� r�AND �w LiSTED IN THE TABLES ON SHEETS 5210-5218 ARE MAXIMUM
<br /> 4. STEEL STAIRS: DESIGN, �ABRICATE AND INSTALL ST�EL ST�IRS TO WITHSTAND THE VALIJES AND SHALL NOT BE EXCEEDED. A. SIMPSON STRONG-TIE "'STRONG-BO�.T 2'" �ICC-ES ESR-3(}37)
<br /> STRUCTURAL PROPERTIES 0� FLaC}R DECK(MINIMUM) FOLLOWING STRUCTURAL LC�ADS WITHOIl7 EXCEEDIN�7HE ALLOWABLE DESIGN WORKING B. HILTI KWIK-BULT TZ(ICC-ES ESR-1917}
<br /> MOMENT OF INERTIA, I = 0.406 IN4/FT STRESS OF THE MATERIALS INV0�.IIED, iNGLUDING ANCH�R a AIVD CQNNECfiIONS.APPLY 7• REFERENCE FRAMING ELEVATIONS AND BLICKLING RESTRAINED BRACE TABLES FflR
<br /> SECTION MODULUS, Sp- 0.346 lf� /FT REQUIRED BRAGE CRIT�RIA. 2. FOR POST-INSTALLED MECHANIGAL ANGHtJI�S INTO MAS4NRY, PR�DUCTS SHALL �
<br /> - EACH L(}AD TO PR4DUCE THE MAXIMUM STRESS IN EAGH CQMPONEIVT C7F STEEL STAIRS, HAVE BEEN TESTED AND QUAtIFIED F�R USE IN ACCORDANCE WITH ICC-ES AC01
<br /> 2. FLOOR DECK AT CATWALKS SHALL.BE 3"x18198 GA. CEL.LUl�AR DECK, VULCRAFT TYPE "3NP`° a. TREADS OF STEEL STAIRS: CAPABLE C}F WITHSTANQING A l9NIFt�RM L4AD OF ��fl Ibf PER �• �HERE A BRACE OR Gt1SSET PLATE GUNNECTS TO BOTH MEMBER�AT A 4R ICG-ES106. PRE-APPROVED ANCH4RS INCLUDE: (ALL MAS0IVRY CELLS TO �
<br /> �R APPROVED EQUAL. INSTALL W!FLAT PAN ON TOP SIDE. ATTACH DECK WITH #12 TEK SQ, FT. OR A C4NCEN7RATED LOAD OF 3Qa Ibf dN AN AREA aF 4SQ INCHES LOCATED IN �E�M-TCl-CCILUMN CQNNEC�'IQN,THE CQNNECTiQN SHALL BE A SIMPLE Ct}NNECTIQN RECEIVE A(�CH�RS SHALL BE GROUTED SQLID)
<br /> SCREWS @ 8"oc THE C�NTER 0�TH�TREAD WNICHEVER PR�}DtJCES THE GREAT�R STRESS. M��TlNG THE REQUIREMENTS OF AISC STEEL MANUAL SECTICJN 63.6a WHERE THE
<br /> STRUCTURAL PROPERTIES OF FLC10�i DECK((�INIMUM) � REQUIRED RQTATIC}N IS TAKEN Tt? BE O.D25 RADIANS. A. SIMPSQN STR4NG-TIE "WEDGE-ALL" �ICC-ES ESR-1396�
<br /> MOMENT OF INER7IA, I =2.152 IN�/FT b. PLA7FORMS OF STEEL STAIRS: CAPABLE aF WITHSTANDING A UNIFORM LOAD �JF 100 Ibf B. HILTI KWIK-BOLT 3 (IC�-ES ESR-13$5}
<br /> PER SQ. FT.
<br /> SECTION MODULIJS, Sp= 1.375 I�1 1FT 3. SUBSTITUTION REQUESTS Ft}R PRODUCTS OTHER THAN THOSE LISTEQ ABQVE
<br /> c. STEEL FRAMING: CAPABLE QF I�VITHSTANDING STRES�ES RESULTiNG FROM LOADS MAY BE SIJBMITTED SY THE CC3NTRACTOR TO THE ENGINEER-OF-REC4RD (EOR}
<br /> 3. PROVIDE (1)-#4 REBAR x 4'-0" LONG AT EACN GORNER��ALL OPENINGS THRU SPECIFIED ABUVE AS INELL�S STRESSES RESULTING FRtJM RAILING SYSTEM LOADS. FC�R REVIEVII, SUBSTITUTIQNS WILL ONlY BE CQNSIQERED FQR PRODUCTS `
<br /> STRUCTURAL SLAB AND D�CI�. NAVING A CODE REPORT RECOGNIZING THE PRaC?UCT FQR TNE APPRQRRIATE
<br /> 4. DECK SPAN IS PERPENDICULAR TO SUPPORT FRAMING UNO, APPLiCATION, StJBS�'ITUTIt�h� REQUESTS SHALL INGLUDE CALCULATIt7NS
<br /> 5. WHERE DECK SPAN CHANGES DIRECTiON, PRCJVIDE C�}NTINU�US FLAT PLATE TO DEMQNSTRATIN� THE SUBSTITUTION IS TE1E EQUIVAL�NT CAPABLE OF ACHIEVING �
<br /> .. MATCH DECK GAGE. ATTACN USING (2}#10 TEK SCREWS SPACED @ 12'"QC (1 EA F�ERFORMANGE VALUES OF THE PRE-APPRQVED P'ROQUCTS. �
<br /> SIDE) 4. MECHANICAL ANCHORS SHALL BE If�STALLED PER THE M�NIJFACTI�R�R'S
<br /> 6. DECK ATTACHMENT FQR CQNCRETE FLQOf�S SHALL 8E AS FOLLaWS: ' INSTRUCT'IONS, THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FaR PR�DtlCT
<br /> A) HILTI X-ENP-19�'RAME FASTENER U111TN 3611 PATTERN AND 1NSTALLATION TRAINIlVG.
<br /> HILTI S-SLC01 SIDE LAP �A�TENER�7a 12" OC MAX.
<br /> B) HILTI X-ENP-19 FRAME FASTENER a� 6"Cl�AT ALL PERIMETER DEBRIS M 1TI�;ATIt�N.
<br /> EDGES. 1. GQNTRA�TQR SHALL COaf�DI�IATE WITH OWNER FOR DEBRIS MIITICaA�IQN AND CL�AN-UP
<br /> R�QUIREMENTS FOR ALL �{�NSTRUCTION AGTIVITIES AFFECTING AREAS WITHIN THE
<br /> EXISTING Q�ERAT14fVAL BUILDING.
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<br /> ��t'1�+4�C"!`.� ��5�'k����t��"i ��i��`►;�' David P. Balawajder � .
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<br /> QRAWN DATE g�g�� CURRENT REVISION SYMBOL DATE o, ,
<br /> SYM REVI510N BY APPROVED �ATE S'YM REVISIDN BY APPROVEQ QATE y�as AGCEPTA�ILITY MEM 10 09 14 �
<br /> 0 ISSUE FOR CONSTRUCTION MEM AHM 14�09f 14 ,�e-�`` �� �f"�rQ THIS aESIGN ANd/aR GHE.KED GENERAL N4TES �2�`����7 � �a����7 4 �
<br /> " � SPECIFICATION IS APPROVED �H� 10 Q9 14 SHEET �
<br /> � , geNciM eR Isncs APPROVED BY DEF'T. DATE �P�� 1C� O� 14 TITLE BOEING 777X CWC BUILDING �^�► �-`
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<br /> No.s�a� CHECKED �
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<br /> �-� �= BU I LD I N� 40-U5� �QB ��. COM� �o. �
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<br /> �°9r�QF AUS���'`�`P A�P�ovEo STRUCTURAL MASTER EVERETT, WA owc No. 40-058-S2c �
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