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FOOTING 6'x6'xl'-8„
<br />WITH (9) 5 EA. WAYT&3
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<br />DETAIL_ 11/ S510-8
<br />FOOT!NG 6x6'x V-8"
<br />WITH (9)#5 EA. WAY T&S
<br />TIFTG ELEV..= 96'-0"
<br />PEDESTAL. 1'-8 xV-I J" SEE
<br />DETAIL 1'1/ 3510-8
<br />S CrVI_F_:EJ4;: .I;-W
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<br />PEDEST, L 1'-8"x2' 2"
<br />SEE DETAIL 1010510-8
<br />TYP. @ V)V12x53 ---
<br />VV'12x53 SFE BASE PLATE
<br />SECTION A,/S510-5
<br />TYF'. )/VC3x 18
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<br />�� CUT 13" LONG .SEC irlC?iti
<br />/ OF JEAiMlI WEST
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<br />SEE DETAIL 9J. S5 10-8 FOR BASE PIL 1 —
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<br />FLOOR PLATE OF ADJACENT
<br />OPERATOR PLATFORM
<br />PEL)ESTAL 1'-8"x2'-2" 3EE
<br />ICETAI! 10/510
<br />IPJ12x,53 GEE: BASE PLATE
<br />E
<br />ECTICON AP-3510-5
<br />Lo
<br />FOOTING (1'-8" DEEP) WITH
<br />#5 @ 3" O.C. EA. WAY T&O
<br />TJF T G. ELEV. = 96'-0" ~-
<br />- FOOTING 5'x8'x1'• 8"
<br />`JVITH ,11.45 LONG
<br />SARS T&r3 & (12);r#5
<br />SHORT vAW_;' T&B
<br />T/FTG ELru= 96 0"
<br />TYP. CST lvVl2x53
<br />PEDESTAL. V-1O"x2'-2" SEE
<br />DETAIL 121SSIO-8
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<br />ANCHOR ROODS PROJECTED 6"
<br />NOT UVE�LDS SHALL COMPLY AIS� 341 y10 } ,l
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<br />DATE
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<br />157
<br />12 22
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<br />RFEiISION -- RELEASE 30 (T2T — IFC REV)
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<br />�02/09/16
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<br />AiNCI irJFt RODS PROJECTED 6" — 5116
<br />NOTE: WELDS SHALL. COMPLY VVIT i l AISC 341 10 �- � 1
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<br />ArlJSPECIFICATION IS APPROVED
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<br />PT. I DATE
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<br />Renton,
<br />Woashifington 98057
<br />David P. Balawa
<br />nn{�
<br />1(
<br />r.8 WA
<br />}fr 1 % 7n
<br />)ATE
<br />SUOTITT
<br />Li 6
<br />ENLARGEE
<br />-
<br />22
<br />TITLE
<br />�3QF1l1�� I>tIX G1NG
<br />t3lJll_DIN{�
<br />STRUCTURAL llRAL
<br />� � "
<br />MASTER
<br />a
<br />E N E RAL 1\10—f-ES
<br />l;" THICK FLOOR PLATEVVITHSLIP NOT COATING A >TM A756 KSI)
<br />z���a. WITh1 13� 3x% riTIFI=EN1 #t;� ril 1'-0' O G SEc DETAILLr 1 3x 2ISr�10 5
<br />" N'lOMIE IT CONN1 A TION i, EQUIPMENT MEZZANINE MOMENT
<br />CONNECTIONS SHALL COMPLY WITH TIME FOLLOWING:
<br />A, ;ALL E1OMIEN I' CONNECTIONS SHALL BE DESIGNED BY LICENSED
<br />€'ROFESSIOi aAL ENGINEER WORKING FOR THE FADRICATL)R.
<br />B. ALL MOi';IENT CON NIECTION DESIGN SHALL COMPLY WITH THE
<br />REQUIREMENTS OF 'RISC341-1GANDAISG:358-10.
<br />C. ALL MONIEN f COI'JNECTIONS SHALL BE TYPE WUF4i/.
<br />1). CONNECTiONIS SHALL BE DESIGNED ACCORDING TO THE PROVISION
<br />FOR LIRFD.
<br />E. AT LEAST 10 DAYS PRIOR TOSUBMITTAL OF THE SHOP ERECTION
<br />DRAWINGS PROVIDE SAMPLE SUBSTANTIATING CONNECTION
<br />INFORMATION IN THE: FORM OF SAMPLE CALCU'_AT0133 FOR TYPICAL
<br />CONNECTIONS,
<br />F. PROVIDE FINAL SUBSTANTIATING CONNECT ION IN1FOf "-'1ATir i 1 VV1TH THE
<br />HC ;'' ,AND Er"ECT lOI;I DRAFJViNG S EN 1'HE rORM CiF GAL C UI_ ;i'ItSNS AND A
<br />LETTER STATING THAAT THE :SHOP AND ERECTION DRAWINGS PROPERLY
<br />INCORPORATE THE CONNECTION DESIGNS SIGNED AND SEALED BY THE
<br />LICENSED) PROFESSIONAL ENGINEER IN RESPONSIBLE CHARGE OF THE
<br />COiVNECTiON DESIGN. PROVIDE A MEANS BY WHICH THE SUBSTANITiATING
<br />CONNECTION 1NF'ORINYW10N iS R FERENCED TO THE RELATED
<br />CONNEC rIONS ON THE SHOP AND ERECTION DfRA+iYINC55 FOR THE:
<br />PURPOSE OF REVIEW.
<br />3. SEE DETAIL S A Y B/S:510} 9 FOR EOUIPMEEIT MI=ZZANINE NON SEISMIC LOAD
<br />/ RESISTING ING SYSTEM MEAN! DETAILS.
<br />4. DESIGN EARTHQUAKE REFERENCE-ASCE7.10
<br />RISKcArE` OR`(-----.-.a...............a-.--.--_---------.._a.-a_.II
<br />INIPOR T ANCE FACTOR I SESN1IC------------------------- -------- 1.00
<br />0.2 SECOND NEAPPED ACCELERATION, 5a------------------- 1,450
<br />1 0 SECOND MAPPED ACCELERATION, '31--___-_--_..a_--..0,563
<br />0.2 SECOND DESIGN ACCELERRATION. Ids---------- --------rJ 967
<br />1.0 SECOND DESIGN ACCELE RATION, Shc-_.-___-_.-----_0.563
<br />SITECLASS ------------------- --------------------------------------a_-___D
<br />SEISfOC; DESIGN C,ATERGORY------------------------------------ D
<br />EOUWMENT I MEZZANINE
<br />DESIGN LIVE LOAD = 125 PSF OR 3000 POUND CONC`-ATED LOAD ON
<br />l
<br />30 INCH x 30 INCH AREA
<br />L.A.TERAL SEISMIC RESISTING t YSTEM CRITERIA
<br />(S CEEL INI'fEIREv1EDlr:'1 Mt)Nr1ENT FRt`..iv"i'E`S1
<br />SEISMIC DESIGN (COEFFICIENT, C:s ---------------------- 0.215
<br />DESIGN BASE SHEAR, Qe-a------------------ .-_---_ ; 6 KIPS
<br />(` f
<br />Rr- � MODIFICATION cnCFI=1�I_NIr •. _S �NSE NitJDI aA R _---.JG
<br />DEF!) C 1 ION1 Ai,,IrPLEFiCATION FACTOR, Cd 4.00
<br />cr�S I RENC 1 H Fr1C i C3 t, S�0 . 3,OG SYSTP Ni OV
<br />LONGITUDINAL SEISMIC RESISTING SYSTEM CRITERIA
<br />(STEEL INdTERNEEDIATE MOMENT FRAMES)
<br />SEK ivIIG DESIGN COEFFICIENTC---------------------- 0,.215
<br />DESIGN EASE SHEAR, Aie------------------------..----------9,5 KIPS
<br />RESPONSE N9IODIFICATION COEFFICIENT, --------
<br />i F.FI. ECTION AMPLIFICATION ICrATION FACTOR, Cd100
<br />SYS'TL,r)OVERS, RcNC3TH'rACTOR C)C-_ 3.Ct)
<br />OPEfRAfORPLATFOR1ri� ^_..,
<br />DESIGN LIVE LOAD =125 f�SF OR 3i)00 POUND E t �� cPITRATED LOA1a' 1V
<br />30 INCH x 30 INCH AREA
<br />LONOH UL)INIAL WI�NnIC RESISTING SYSTEM CRITERIA
<br />(-STEELORDINARY 'MOMIENI FRAiJES)
<br />SEISMIC" DESIGN COEFFICIENT Cs_ ___--- -. 0.346
<br />DESIGN BA E �-rlR �p , -•1 8KIPS
<br />C
<br />RESPONSE MODIFICATION CO'PE�ICIENT f� 3..50
<br />DEFLECTION AMPLIFICATION FACTOR, Cd - 3.00
<br />i 1°- .- v..e=a..� 1 FACTOR, ,
<br />�YSTi=N1t'}JLER,TTRz_11GTHFAC .2� 2.,G
<br />I_A1-..RAL SEISNEIC RESIS ± 111G SYSTEN1 GRIFFERIA
<br />(STEEL ORDINARY CONCENTRICALLY (,,RACED F RAiESj
<br />SEISMICDESIGN! COEFFI IENIT Cs ....0 297
<br />D"—"—SIGN! BASE SHEAR, Oe ------ ..--•---__,__,...1 6 KIPS
<br />RESPONSE i'v10DIFICATION1 COEFFICIENT, R-_a-,___;;,25
<br />DEFLECTION AiMPLIFICKHON FACTOR. Cd--- ,.__- -3.25
<br />;3Y:31'EN.1 OVERSTREN,IGTH FACTOR, Mi .... _________a-2.0
<br />5. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING AST'NI SPECIFICATIONS
<br />AND YIELD STRE INGTHS,U JO)
<br />uJ SH'FPE,.... .----------------------------------------------------- Ff 50 KSI (A992 GRADE 50)
<br />RECTANGULAR AND SC.).UARE HS,-__---__-_.__---_----rY-4b K �I (A500, GR;;DE S)
<br />ALL OTHER SHAPES AND PLATES (UNO)----- ------- FY=36 KSI (:A36)
<br />-EL FABRiCAFION AND MATERIAL SALL COMPYNJETH6. ALLSTRUCiORALSI
<br />THE REOUIRENIEN1 T S OF MSC 341-10 AND AiSO 353-10,
<br />7, SEE ARCHITECTURAL DRAWINGS FOR STRUCTURAL STEEL PAi,,1ThyIG AND
<br />SEE
<br />PREPARATION RE OUIFEMENTS.
<br />{1. THE SEISMIC, LOAD RESISTING JYLTEV1 FOR THEE( UIPIMEi 1T INIEZZ kMNE
<br />CONSISTS OFTHE HE BEAMS AND COLUMNS INTERSECTING AT THE MOMENT
<br />CONNECTIONS INDICATED ON THE PLAIN. ALL ASPECTS OF THE SEISMIC LOAD
<br />RESISTING SYSTEM SHALL COMPLY WITH.AISC 341-10.
<br />9 OPENINGS IN THE FLOOR PLATE SHALL COMPLY WITH THE
<br />FOLLO',hING:
<br />A. OPENINGS SHALL HAVE Y2` MINIMUM RADIUS AT All OPENING
<br />CORNERS.
<br />B. A SINGLE OPENING (MAXIMUM 6 INCHES x 6 INCHES) BE T NEEN1 ADJACENT
<br />FLOOR PLAT ANG L E STIFFENERS MAY BE POIDED V /ITI CUT ADDITIONAL
<br />REINFORCING PROVIDED ALL EDGES OF THE OPENING ARE A MIi`IMIUM
<br />OF 3 INGHE-S FROM ANGLE STIFFENERS AND BEAM FLANGE EDGES,
<br />C_ MULTIPLE- OPENINGS BETWEEN ADJACENT FLOOR PLATE ANGLE
<br />STIFFENERS OR OPENINGS VIOLATING REQUIREMENT LISTED ABOVE
<br />SHALL HAVE ADDiTIONF r EENIFORCING INSTALLED AS %1OWN1 iN
<br />SECTION CIS510-8
<br />IF A FLOOR PLATE ANGLE STIFFENER IS CID) i AT AN OPENING. ADDITIONAL
<br />ANGLE S T IFFENEIRS SHALL BE INSTALLED SUCH THAT THE DiSTANICE
<br />BEPO/EEN UN -CUT ANGLE STIFFENERS DOES ;NOT EXCEED 12 INCHES.
<br />l .1y
<br />PROTECTED ZONE CONSISTING OF THE PORTION OF 3FANJI 3FTVAIEEN
<br />THIS FACE OF COLUMN AND 1.5" F OiiM THE FACE OF THE COLUMN. . WELDED,
<br />BOE.TFG, 7I".RNA^!ED OR �Hof'IN ArTAt HI'I"NI,S FOR NON-STtRUCT1JRAL
<br />ELEMENTS ARE PRJHIBiTED VJiTH,N THE PRO ZONE. IT 15 AViOLATION
<br />OF THE CONTRACT" AND THE BUILDING CODE TO N1A,K.E SUCH C0iNNECT ION1S.
<br />11. Lai a3'/ tJ @ TOP & BOTT014 FLANGES O'F BEAM U!114 INCHES 0' %" FILLET
<br />— -- kNELD r EACH END. SEE SECTION )35'10.9.
<br />M BOTTOIM FLANGE C," f[ E ESEAivs.'i 0
<br />TOP FLANGE OF INT BE,AMI R2INCHES OF %c," FILLET WELD @ EACH END.
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