|
GENERAL STRUCTURAL NOTES
<br />ABBREVIATIONS,,
<br />APPLY UNLESS NOTED ON DRAWINGS. IN, CASE Of
<br />A. F � IG -
<br />A30VE RNISPI GRABE
<br />CONFLICTSEnVEEN GSN,, DETAILS AND PLANS, THE
<br />AM 1,14 -
<br />AUR KIAKE-UP UiNIT
<br />GR.EATE�P,,R,EQUIR-EM,ENTS,GOV,rERN.
<br />BLDG -
<br />B U I LU[NIG7
<br />CL
<br />CC( NC R ET E
<br />DESIGN' INFORMATION'.
<br />FDN INFORMATION:
<br />- ROOF ACCESS RESTRICTIOINJIS.�
<br />ESCtW
<br />EAC11SIDE OF WEIF�3'
<br />EXIST
<br />EXIST*4
<br />BOOTHAND EQUIPMENT HAS BEENDESIGNED BASED ON THE
<br />CAPACITY'OF THE FDN/SLAB TO SUPIPORT GFS BOOTHS AND
<br />THE ROOFSOF GFS EQUIPMENT ARE NOT DESIGMNED OR. INTENDED T01
<br />F DI
<br />F CD LJ �, K)PJI 10
<br />GAUGE
<br />CURRENT EDIT ION 05 THE INTERNATIONAL BUILDING CODE
<br />EQUIPME NT IS NOT THE RESPONSIBILITY OF GFS4
<br />BE WALKED UPON OR TO SUPPORT WEIGHT OFANY KIND,,, AS
<br />G
<br />CA
<br />Gi,R5
<br />G,18, A 5
<br />DESIGNED AND MANUFACTURED THE EQUIPMENT ROOFS DO NOT
<br />I B C,
<br />_r
<br />[NTERNIAT10�11AL SUILCAHI�JG CODE
<br />RISK CATEGORY,, 11
<br />ANCHORS INDICATED, ARE BASED ON ASS
<br />5UMPTIONS OF EXIST
<br />MEET THE MINIMUM'REQUIREMENTS OF A SAFE WALKING AND/ OR
<br />1-85
<br />P (1) gi M D s
<br />SEISMIC IMPORTANCE FACTOR: IE=1
<br />CONDITIONS (LISTED BELOW). THESE ASSILIMPTIONSAIRE MADE IN
<br />WORKING SURFACE UNDER OSHA 1910�22. UNDER, NO
<br />IMAX
<br />M 4x I P�4 U rvl
<br />_:E ACCELE RATION:
<br />MAPPED SPECTRAL RESPON"q'
<br />E�
<br />ORDER. FOP, GFS TO PROVIDEANCHORSOLT HOL S IN THE BASE
<br />CIRCUMSTANCES, SHOULD THE ROOF BE USED, BY MAINTENA CE
<br />-R
<br />NIANUFAC7UR:
<br />=1.322
<br />PLATES AND PANELS. EXIST CONDITI ONS SHOULD BE VERIFIED BY THE
<br />PERSONNEL OROTHERS FOR. WALKING, STANDING, OR STORAGE OF
<br />LM [�,� N 1 Pvt r," TO
<br />Sj. =0,468
<br />I i
<br />OW NER AND ANY D EVIATIONS SHOULDBE CONVEYED TO GFS PRIOR
<br />ANY KIND,
<br />I �E
<br />NEARL:1_�,'�D ANI)FARS' E
<br />,SITE CLASS: D (ASSUMEED)
<br />TO FABRICATION.
<br />C) iN CENTER
<br />SPECTRAL RESPONSE COEFFICIENT.
<br />WHEN NECESSARY, ROOF ACCESS SHOULD BE S F.)CuRED THROttGH4, THE
<br />�C)5 H A
<br />Or_� IJP,A,"rin�NALSAFETY'�,ki'l�ID!;iE.ALTI-"�IAOrvllNISTPIA-r,,ir-�iN
<br />Soz, = 1�057
<br />1/4"-0 $CREW ANCHOR - 1/4"0 POWERS(DEWALT) ScR",EW-BOLT+
<br />USE OF A. �IPRDPERLY SUPPORTED PLATFORM THATSATISFIESTHE
<br />PLF
<br />POU,�JDS PER Llir,,iFAR FOO'f
<br />S�,1=0.571
<br />SCREW ANCHORS EMBEDDED 115/16" PER ICC E-SR-3889TO SECURE
<br />MINI'MIUM LOAD REQUIREMENTS SPECIFIED iBY ASCE7 (MINIMUM
<br />pl-Sr
<br />POLIN105S, PER SQUARE FL 0-0T
<br />'TO,
<br />SEISMIC DESIGN CATEGORY,. D
<br />PANELS TO CONC. IN LIEU OF THE POWERS (DEWALT) ANCHOR, 1/4",D
<br />DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGSAND
<br />T/2,
<br />P A N C�, B 0 Tr0,'rvl
<br />S EISMIC-FO RCE�-RESI STING SYSTEMS:
<br />HILTI KWIK HUS-EZ SCREW ANCHORSEMSEDDED 115116" PER ICC
<br />OTHER STRUCITURES)AND ASCE37 (DESTGN, LOADS ON STRUCTURES
<br />T YP
<br />10"'YN"CAL
<br />STEEL ORDINARY MOMENT FRAMES (WITH PERMITTED HEIGHT
<br />ESR-3027 MAY BE UwSED. EACHWALLISAY ISREQUIRED TO HAVE
<br />DURING CONSTRUCTION).
<br />U. OIN 0 R U rN�i� cl,
<br />UNLESS NOTEC) `_`,lTF0RW'SE
<br />'WIDE FLANIGE
<br />INCREASE)
<br />ANCHORSAT 18" OI�C., MAX, U.N,,O,, EACH WALL SHALL HAVE (1)
<br />RESPONSE MODIFICATION FACTOR: R=2.5
<br />ANCHOR 3" MAX FROM END OR CORNERAND A �MIN OF (2) ANCHOR
<br />ADDITIONALLY, PERSONNEL SHOULD ALWAYS UTILIZE APPROPRIATE -
<br />.
<br />SEISMIC RESPONSE COEFFICIENT� C -0.423
<br />PER WALL/BAY. INSTALL ANCHORS PER, MFR'S RECOMMENDATION. SEE
<br />FALL SAFETY PROTOCOLS WHEN USING AN, ELEVATED PLATFORM,. USE
<br />_j
<br />LIGHT -FRAMED WALLS WITH SHEAR, PANELS OFALL OTHER,
<br />DETAILS FORADDITIONIAL INFORMATION. A PREAPPROVEDAN CHOP.
<br />OF THIE.� ROOF TNACONTRAWY1 MANNER MAY RESULTIN VNJURY
<br />MATERIALS
<br />WITH A CA:P,ACr-IY EQUAL TO OR GREATER THAN THE SPECIFIED
<br />AND /OR 'IDEATH�
<br />RESPONMSE MODIFICATION FA:CTO,,R,,..,R=2
<br />ANCHORAND WMI I A CURRENT ICCREPORT MAY BE USED INLIEU OF
<br />SEISMIC RESPONSE COEFFICIENT.- CS,1=0.529
<br />THEANCHOR SPECILFIED�, ALL OTHER, RESTRICT IONS [(INCLUDING SUIT
<br />SPECIAL INSPECTIOAT
<br />I INFORMATION,'�
<br />ANALYSIS PROCEDURE USED,
<br />NOT LIMITED TO EDGE DISTANCE AND EMBEDMENT) $HALL BE
<br />EQUIVALENT LATERAL FORCE PROCED� RE
<br />CONSIDERED,.
<br />SPECIAL INSPECTION SHALL BE REQUIRED FOR THE FOLLOWING
<br />BASIC WIND SPEED,�,98 MPH
<br />TYPES OF WORK AND SHALL BE IN COMPLIANCE WITH IBC SECTION
<br />(PORTIONS OF EQUIPMENT THAT ARE OUTDOOR OlmLY - IE
<br />3/S'%0'WEDG:E ANCHOR - POWERS �(DEWALT) POWER -STUD+ SDI
<br />1705�,,
<br />STACKS AND STANDS)
<br />WEDGE ANCHOR$ EMBEDDED 2" MIN PER, ICC ESR-28I&FOR
<br />1, POST -INSTALLED ANCHORS INTO HARDENED CONCRETE.
<br />'BUILDING CATEGORY: INDOOR,
<br />OUTDOOR USE, SE 3164"0 POWERS (DEWALT) POWER-STIUD+ SD4
<br />2. HIGH STRENGTH BOLTING.
<br />EXPOSURE: C
<br />WEDGE ANCHORSEMBEDDED 2" MIN PER ICC ESR-2502. IN LIEU OF
<br />3� FIELD WELDING,
<br />LATERAL LIVE LOAD�t, 5 P'SF
<br />THE POWERS (DEWALT) ANCHOR, 3 Is"O HILTI KWIK BOLT TZ wEDGE
<br />4. STRUCTURAL STEEL IN THESEISMIC FORCE -RESISTING
<br />DEAD LOADS, SELF -WEIGHT OF STRUCT URAL STEEL
<br />ANCHORS EMBEDDED 2"'MIN PERICC ESR-1917 MAY SE USED,
<br />SYSTEMS
<br />- 5.0 PSF (ROOF)
<br />STAINLESS STEEL HILTIKWIK SOLT TZ SHALL SE USED FOR OUTDOOR'
<br />- 6.3, PSF (WALLS)
<br />CONDITIONS" SEE DETAILS FOR, NUMBER, OF ANCHORS REqUIRIED AND
<br />STATEMENT OF SPECIAL INSPECTION:
<br />2.5 PSF (PLENUM)
<br />ADDIT IONAL. INFORMATION, INSTALLANCHORS PER. MFR'S
<br />A. THIS STATFMENT OF SPECIAL INSPECTIONS SHALL BE
<br />BOOTH ROOF LIVE LOADS, N,/A:PSF
<br />RECOMMENDATION. A. PREAPPROVEDANCHOR WITHA CAPACITY
<br />SUBMITTIT ED IN ACCORDANCE WITH SECT, ION 17:014.3 OFTHE
<br />LIVE LOADS: 300 LES ATMIDPOINT OF FRAME BEAM
<br />EQUAL TO OR GREATER THAN THE SPECIFIED ANCHORAND WITH, A
<br />TBC.
<br />CURRENT ICCREPORT MAY BE USED IN LIEU OF THE ANCHOR
<br />S�, THIS STATEMENT SHALL INCLUDE A, SCHEDULE OF SPECIAL
<br />spEansc% ALL OTHER RESTRICTIONS (INCLUDING BUTNOT LIMITED
<br />INSPECTION SERVICES APPLICABLE TO THIS PROJECT�,
<br />'TO EDGE DISTANCE ANDEMBEDMENT) SHALL BE CONSIDERED.
<br />THE SPECIAL INSPECTOR(S) SHALLKEEP RECORDS OF ALL
<br />ANCHOR, SPECIFICATION 15 BASEDON THE FOLLOWING ASSUMPTIONS
<br />INSPECTION'S LAND SHALL FURNISH INTERIM INSPECTION REPORTS TO
<br />OF EXIST CONDIT, IONS.'
<br />'THE BUILDING OFFICIALAND T L 0 THE REGISTERED DESIGN
<br />MIN CONCCOMPRESSIVE STRENGTH IS 2500 PSI.
<br />PROFESSIONAL IN RESPONSIBLE CHARGE ON A EEKLY BASIS.
<br />MINSLAB DEPTH15,47.
<br />DISCREPANCIES SHALL BE BROUGHT, TO THE IMNIEDIATEATTENTION
<br />MIN SLABDEPTH FOR PAINT KITCHEN IS 6".
<br />OF THECONTRACTOR FORCORRECT, ION. IF THIEDISCREPANCIE:S ARE
<br />NOT CORRECTED,, THEDISCREPANCIES SHALL SEBROUGHTTO THE
<br />- COLD -FORMED STEEL�:
<br />A717 ENTIO N OF THE BUILDING OFFICIAL AN D THE REGIS TPERJED DESIGN
<br />PRO FESSIONAL IN RESPONSIBLECHARGE PRIOR TO COMPLETION OF
<br />ALL COLD -FORMED STEEL MEETS THE REQUIREMENTS OF THE LATEST
<br />THAT PHASE OF WORK.A FINAL REPORT OFspEaAL INSPECTIONS
<br />EDITION OF THE AISI SPECIFICATION,Iir��OR'THEDESI�GN OF
<br />U
<br />DOCUMENTING REQr IRED SPECIAL, INSPECT IONS AND CORRECTIONS
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS. ALL COLD -FORMED
<br />OFANY 'DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE
<br />STEEL IS COMMERCIAL GRADE WITH A YIELD, STRENGTH OF 24KSI AND
<br />SUBMITTED TO THE BUILDING OFFICIAL AND REGISTERED DESIGN
<br />A TENSILE STRENGTH OF 40KrSI.,304 AND 316 STAINLESS STEEL PER.
<br />PROFESSIONAL IN RESPONSIBLE CHARGE AT THE CONCLUSION OF THE
<br />ASTM A240 HASA YIELDSTRENGTH OF 2SKST AND A TENSILE
<br />PROJECT.
<br />STRENGTH OF 70KSI.
<br />'THE SPECIAL INSPEC TION PROGRAM DOESNOT RELIEVE THE
<br />- STRUCTURAL STEEL,-
<br />CONTRACTOR OF THE RESPONSIBILITY TO COMPUY WITH'THE
<br />CONTRAC,r DOCUMENTS. IOBSITE SAFETYAND MEANSAND METHOD
<br />ALL STRUCTURAL STEEL FABRICATION AND CONSTRUCTIONCONIPLY
<br />OF CONSTRUCTIONARE SOLELY THE RESPONSIBILITY OF THE
<br />WITH THE LATEST AISCHANDBOOKS ANDCODE&
<br />CONTRACTOR�
<br />ALL STEEL ISASTM A36, EXCEPT AS FOLLOWS:
<br />WIDE FLANGE SECTIONS - ASTM A992f
<br />PIPE SECTIONS - ASTMA53 GRADE B,
<br />HSS SECTIONS - ASTM A51DU GRADE B
<br />SOLTS ARE A3,25-N AND SHALL BE SNUG -TIGHTENED,
<br />- WELDING:
<br />WELDERS HOLD CURRENT VALID CERT IFICATES AND HAVE: CURRENT
<br />EXPERIENCE IN TYPE OF WELD CALLED FOR. STRUCTURAL STEEL
<br />WELDING VVITH LOW HYDROGEN" -r,-(PE, E70, A'ND �E60 FOR LIGHT]
<br />GAUGESTEEL. STRUCTURAL STEEL, WELDING CONFORMS TO THE
<br />STRUCTURAL WELDING CODES-STEEV AWS Dl.l,. CURRENT EDITION,
<br />gu
<br />L
<br />ON -Z
<br />Q
<br />SOW
<br />ILI
<br />Tj
<br />Qq
<br />S.
<br />�M
<br />C5 ti 2
<br />G Z -Z
<br />-= cl
<br />16�
<br />�z u
<br />Ep �f—
<br />V
<br />t
<br />0
<br />F, F_
<br />t- t4
<br />o
<br />z
<br />n�
<br />t T;
<br />m 'Ei Z, 4
<br />;=L
<br />25 r
<br />4�
<br />U)
<br />E-,
<br />w
<br />_4
<br />E�
<br />�_E
<br />'LLO
<br />.22
<br />5�
<br />E.
<br />5
<br />uj
<br />o
<br />co
<br />0
<br />N
<br />z
<br />3-;
<br />LLI
<br />ui
<br />Ul
<br />�0
<br />u
<br />U-i
<br />U-1
<br />Ln
<br /><
<br />0
<br />00
<br />LLJ
<br /><
<br />0 u
<br />3:
<br />m ce-
<br />_j LLJ
<br />>
<br />i< Lu-
<br />c)
<br />Lu
<br />LLJ Lrj
<br />u Q0
<br />ui
<br />ul
<br />D,
<br />CL
<br />LL
<br />Ce-
<br />0,
<br />) Ln!
<br />u
<br />w
<br />LU
<br />0
<br />U)
<br />U)
<br />La.
<br />__j
<br />0RDEzRlq'S',E_R,'.d'AL. NUMSFEIR
<br />U 140683
<br />17)PW,`,JING -SET
<br />plFvH3i0lN
<br />DS
<br />GSN-NOTES
<br />P
<br />
|