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Canopv Structural Calculations for 'JP Morqan Chase Bank' 1/38 <br /> Larry Russell Brock,Jr. <br /> Washing;on P.F.regislration no.4010G <br /> 31C3 Shady Grove Lonc,Malthews,NC 28704 <br /> � Telephone(704)802-150U ext.331 Facsimile(704)882•32G3 <br /> � tig��,o <br /> Prepared for. McGee Carporetion,Project No. 44395 <br /> 12701 Easl Independence Blvd.,Matlhews,NC 28106-1375 �V j SF(� <br /> J� OF\VASy� e <br /> Canopy Locatlon: Everett,Washington �- i��G �1'C, 'p <br /> �uilding Codes: Inlernalional Building Code,2009 edilion � �Q' p Q � <br /> ASCE 7-05 Minimum Design Loads for Bulldings and Other Struclures h �; j n 'c <br /> �4` � ;v <br /> Canopv Dimensions � � � '� <br /> lenglh= 31.92 (t �•-.' ` • <br /> width= 20.00 ft 4010G 9 <br /> clear heipht= 12.0 ft height Irom finished grade lo bollom of Iascia �"�T��,`"����`� <br /> -.,�:,,;�:" ,r.Z�J:3 <br /> Iop ol Itp= 24 in dislance Irom top of fooling!o finished graJe elevatlon ',�t,��,�_�� <br /> lascia hcipht= 40 in - q"T.,�;�-�J <br /> columnwidlh= B In <br /> EXI4RES �,� �� <br /> Desiqn Loads <br /> Dead Load= 5 ps( deck,fascia,etc,-ezcludes steel sel(-weight �l GI 6-01 U <br /> Roof Live Load= 20 psf <br /> Roof Snov Load= 40 psf Ilat raol+dritting C� I ` ' <br /> Sno��Criteria � (��S `L �/e �,��� {�4t wa / <br /> pg= 20 psf ground snow load 1 <br /> Ce= L� exposurefaclor ( �l y(�, IS '� ')G��� Ch�y J� <br /> Cl= 1.2 thermalfaclor <br /> Is= 1.00 importance factor,occupancy calegory II <br /> pf= 20 psf Ilat mof snow load <br /> Wind Crileria <br /> V= 85 mph basic wind speed(3-secand gust) <br /> Iw= 1.00 imporlance laclor,occupancy calepory II <br /> exp= C exposure calepory <br /> GCpi= 0.00 Inlernal pressure coefficient,'open 6uilding' <br /> ( SclsmicCritcrla <br /> � Ie= 1 A� Impotlance factor,occupancy category II <br /> Sile Class•C per peolechnical repod <br /> Ss= 121a g mapped maximum considered eadhquake,5 percent damped <br /> speclral response acceleralion al shoA periods <br /> St= 0.428 g mapped mazimum consldered earihquake,5 percenl damped <br /> speclral resp�nse acceleralion a�a period o11 s <br /> Fa= 1.00 shad•penad si�e coelfident(al 0.2 s-period) <br /> Fv= 1.37 long-period sile coelfcienl(al 1.0 s•period) <br /> Sds= O.BOB g design,5 percent dampod,speclral response accelerelion <br /> parameter al short penods <br /> Sd1= 0.392 g desipn,5 percenl damped,spectral msponse acceleralion <br /> parame�er al a period of 1 5 <br /> Seismie Design Calegory- D <br /> 6asic Seismic Force ResisUn�Syslem: <br /> canlilevered column syslem <br /> ordinary sleel momenl(remes <br /> R= 7.25 response modificaUon coefficienl <br /> t1a= 1.25 system overslrenptlifactor <br /> Cd= 1.25 delleclion amplifcallon faclor <br /> Analysis Procedure: Equivalent Laleral Force Procedum(,ASCE 7-OS Secfian 12.8) <br /> Cs= 0.6M17 seismicresponsecoelfcient <br /> V= 4.1 k seismicbaseshcar <br /> IDesian Cammenls/ASsumolians <br /> 1. Live lo�d reduclians are not ulilized in canopy s�eel or foundation design. <br /> 2. Decking,purlins,and girders are designed(or unbalanced snow loading per ASCE 7. <br /> 3. Deckinp daes not�ransfer lateral forces wilh diaphraflm aclion. Canopy sfeel is designed <br /> lo Iransfer lateral(orces�vith weak nxis bendinfl. <br /> 4. Decking does not�race canopy pudins against laleral torsional bucklinq. Deck clips do <br /> not have adequale shear capaciry lo Iransfer laleral hracing forces Info the deck. <br /> r5. McGee decking(3"x1G",20 ga.)can support Ihe following allowa6le design momenls: <br /> � Ma(+)-0.956 ft'k positive momzn� <br /> Ma(-)=O.�i82�Ck negative moment <br /> �. McGee deck clips can support an allowahlo vertical design load of 394 Ibslclip. <br /> 7, Canopy laleral lorces.are resisted by cantileveretl columns(inveded pendulum syslem), <br /> B. Foundalions•are designed as'sWctural plain concrele'per ACI a18-08. <br />