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sheet no.:A2 <br />Ehab Elias, P.E. <br />Project:906 S Virlee <br />ROOF: roof DL= 7 psf <br />partitions=5psf <br />W roof=12 psf <br />2ND FLOOR:floor DL=0psf <br />partitions=0psf <br />w floor=0psf <br />W Total=12 psf <br />Latitude;33.735475 <br />longitude:-117.9309Ss <br />1.328S1 <br />0.474 <br />Site Class:DRisk Category:II ASCE 7 Table 1.5-1I <br />e=1ASCE 7 Table 1.5-2F <br />a=1.2S <br />MS 1.593S <br />DS 1.062 <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 CoefficientS DS*I/R=Cs=0.163 (Strength) <br />0.7S DS*I/R Cs=0.114 (Service) <br />V=Cs W=V=psf <br />SEISMIC WINDW <br />Roof 12psfx1275sf=15,300lb 16 psf x 0.6= 9.6 psfW <br />wall 17x(9/2)(152)=11,628lbW <br />Total 26,928 lbV <br />0.114x26,928=3,069/1275= 2.4 psf 8,467lb/2 = 4,233/12= 352plf <br />2.4psf x1275sf =3,060 lb / 16 ft = 255plf 4,665/2 = 2,332/12 = 195 plf <br />WIND GOVERNS <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 />9.6 psf x 9 x 49 x 2=8,467 lb <br />9.6 psf x 9 x 27x 2=4,665 lb <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 />906 S Virlee St & #2 - <br />10111904212/9/2024