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8.67 ft-8.67 ft/2=12.46 ft <br /> 12.46ft-15 ft=-2.54ft <br /> 15 ft-8.67 ft=6.33A <br /> -2.54 ft•6.33 ft=179ft <br /> Therefore,W- 110,665 ft'20.29 psf).(-6.33 ft'20.29 psf).(-2.54 ft <br /> _-'10.29 psf)♦(6.33 ft-10.29 psf)s(8.95 psf'&125 ft) <br /> 256.33 lb/ft <br /> Repeat this procedure for all levels <br /> Table 1.Diaphragm Loading(Unfactored) <br /> Diaphragm Level: Height,IL Wx,(lb/ft) <br /> 2 &67 156.3 <br /> ROOF 16.25 74.0 <br /> For design of shear walls,Wx is additive from the roof down <br /> SEISMIC ANALYSIS(ASCE 7-16 CHAPTER 12) <br /> Site Coordinates:47.6697116-N,-122.382365-W <br /> USGS-Provided Output: <br /> Ss= 1.357g S-a L628g So$- L086g <br /> Ss= 0.481g S.,z •9 Sot- -g <br /> Input Data: <br /> Ct=0.02,x=0.75 (ASCE 7.10 Table 12.8-2) <br /> R=LS <br /> (ASCE 7-10 Tabk:12.2-1) <br /> p=1 (ASCE 7-1012.3.4) <br /> Importance factor 1 <br /> Total Building Weight:4.6 kips <br /> Seismic Design procedure: <br /> Fundamental period,T,=C,k^ (ASCE 7-10 Eq.12.8.7) <br /> Ta-0.02116.25)^0.75=0.161 <br /> T 5 T„therefore:seismic response coefficient,C,-So,/(R/i) <br /> Cs=1.086/11LS/1)=0.724 <br /> Total Base Shear,V=C,W <br /> (ASCE 7.30 Eq.12.8-1} <br /> V=10.724)(4.6)=3.33 kips <br /> Table 1,Diaphragm Loading(Unfactored t` <br /> Diaphragm level; Height,ft. Story Weight 1k) ws"x Cv Fx (it) <br /> 2 8.67 2.3 13.94081 0.372381 3.33 <br /> RaCF 16.25 2.30 23.32755 0.627619 2.09 <br /> Totals/max 2.30 23.33 <br /> (k a 0.83) <br /> Where Fs=C,_V C-=�,=h h� (Eq.'s 12.8-11/12) <br /> �_-t <br /> Note:the heights listed within Table 2 are measured from the uppermost level of concrete <br />