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sheet no.:A2 <br />Project:1333 S. Lowell <br />ROOF: roof DL= 10 psf <br />partitions=5 psf <br />W roof=15 psf <br />2ND FLOOR:floor DL=0 psf <br />partitions=0 psf <br />w floor=0 psf <br />W Total=15 psf <br />Latitude;33.745473 <br />longitude:-117.8677 <br />Ss 1.29 <br />S1 0.46 <br />Site Class:D <br />Risk Category:II ASCE 7 Table 1.5-1 <br />Ie=1 ASCE 7 Table 1.5-2 <br />Fa=1.2 <br />SMS 1.548 <br />SDS 1.032 <br />D ASCE 7 Table 11.6-1 <br />rho=1.3 <br />Plywood Shear Walls <br />6.5 ASCE 7 Table 12.2-1 <br />Base Shear Coefficient SDS*I/R=Cs=0.159 (Strength) <br />0.7SDS*I/R Cs=0.144 (Service) <br />V=CsW=V=3.65 psf <br />Seismic Calcs <br />15 lb/sf Lb <br />896 sf <br />9,180 lb <br />120 ft <br />4.5 ft <br />17 lb/sf <br />22,620 lb <br />3.65 lb/sf <br />Wind Load Calcs <br />9.6 lb/sf <br />L=40 6,912 lb <br />W=20 3,456 lb <br />LATERAL ANALYSIS (ASCE 7-16) <br />STORY WEIGHTS: <br />SEISMIC: <br />Maximum Short Period Response: <br />maximum 1 sec. Period Response: <br />Importance Factor: <br />Site Coefficient: <br />EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7 Section 12.8): <br />Site Spectural Accel Value <br />Design Response: <br />Seismic Design Category: <br />Redundancy Factor <br />Seismic Force Resisting System <br />Response Modification Factor <br />Wroof = Bld. Area x Roof SF weight= <br />Bld. Area= <br />13,440 <br />Wwall = Bld. Circumference x (ceiling heigh/2)x wall wight per LF <br />Bld. Circumference = <br />Wind Load= Wind Pressure x Wall Height x L x 2= <br />Wind Load= Wind Pressure x Wall Height x W x 2= <br />Celing Heigh / 2 = <br />Wall Wight = <br />Wtotal= Wroof + Wwall = <br />V = Cs x Wtotal/Bld Area = <br />Wind Pressure (16 lb/sf) x 0.6 <br />1333 S Lowell St & <br />#21/29/2025