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• <br /> Custom Design 3 <br /> 2602 Cleveland Ave <br /> • Structural Calculations <br /> Lateral Analysis-Wind,Seismic-ASCE 7-10 Ch 28: Envelope Procedure <br /> -Check additional load to east shear wall due to roof overhang <br /> Ps:= 21.6 Wind pressure,psf(from Sabco 1/23/2018) <br /> pitch:= 6 Roof pitch in 12 <br /> pitch woh <br /> h011:= 12 2 = 4.75 Height of roof(ft) <br /> Fwoh Ps'loh'hoh = 615.6 Wind load acting on roof overhang(lbs) <br /> Sds := 0.833 Seismic short perioc accelerations <br /> (per Sabco 1/23/2018) <br /> R:= 6.5 Response modificaton factor <br /> l.l•Sds•(Ld + Ls).loh'�'oh <br /> v = 459 Seismic load acting on overhang(lbs) <br /> R•1.4 <br /> Wind governs overhang design <br /> 9200•(12-1 <br /> 44) <br /> Ny3 19 = 132.1 Shear load to east wall,2nd floor,ptf(Per <br /> Sabco 1/23/2018) <br /> Fwoh <br /> voh: <br /> w= = 32.4 Additional load to 2nd story shear wall from roof <br /> oh overhang(plf) <br /> ve := Ny3 + v011= 164.5 Total shear load to 2nd story east wall(ptf) <br /> Shear Walls:Perforated shear wallsAFPA special provisions,4.3 <br /> (i)d := 0.5 ASD resistance facto per 4.3.3 <br /> South Wall: <br /> - South transfers loads from roof to 1st floor <br /> least soh = 19 Total length ofeast sl-ear wall(ft) <br /> ve= 164 Uniform Shear load to south wall(pit) <br /> 4 + 2.5+ 2.5 <br /> psouthI = 0.474 Percent of full-height sheathing <br /> east <br /> Coeast 0.55 Capacity adjustment factor <br /> ve'_ fid'Coeast'230 = 201 Reduced shear wall capacity(pts <br /> Provided 3/8"sheathing grade panels,8d nails @ 6"o.c.at panel edges,CK for 201 plf(reduced) <br /> -Therefore existing 2nd floor shear wall OK for revised east wall configurati.)n <br /> By: J. Conner, PE, SE Cleveland Ave Structural <br /> Calcs.xmcd <br /> 11/11/2019 <br />