200 W MARINE VIEW DR ON TRAC LOGISTICS 2025-09-16

SHUTLER JOB kgl\WLQ,* Mk. CONSULTING SHEET No. Y� OF Mir NEM ENGINEERS, INC. CALCULATED BY Ot" 12503 Bel-Red Road,Suite 100 DATE 1111,1 Pt Bellevue,WA 98005 (425)450-4075 * FAX(425)450-4076 SCALE CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON SECTION 12.8 OF ASCE 7-10 Seismic Criteria: Risk Category, I, II, Ill or IV(Table 1.5-1 of ASCE 7-10) Seismic importance factor, le (Table 1.5-2 of ASCE 7-10) = 1.00 Mapped spectral response for short periods, Ss (Site specific) _ Mapped spectral response acceleration at a period of 1 second, Si (Site specific) Site soil class (From soils report) _ Response modification factor, R (Table 12.2-1 of ASCE 7-10) - ' Qo (Table 12.2-1 of ASCE 7-10, footnote g for flexible diaphragms) _ s< fr Ct(Table 12.8-2 of ASCE 7-10) _ i7' Average roof height_ =V It ft. Long period transition period, TL (Figure 22-12 of ASCE 7-10) = Ta=Ct*(hn)x, x= 0.75 = 0.288 Sec. Fa(Table 11.4-1 of ASCE 7-10) = 1.000 F„(Table 11.4-2 of ASCE 7-10) = 1.521 Maximum spectral response acceleration at short periods, SMs= Fa*Ss = 1.254 Maximum spectral response acceleration at 1-second, SM1 = F„*S1 = 0.729 Design spectral response acceleration at short periods, Sos=2/3 *SMs = 0.836 Design spectral response acceleration at 1-second, Sol =2/3 * SM1 = 0.486 Seismic Design Category based on short period response acceleration - D Seismic Design Category based on 1-second period response acceleration = D Seismic Design Category, choose most severe of above two. = 9 9 ry, CS= Sts/( RI le) = 0.167 Controls If T<TL then Cs(max) = SDI /(T* (R/I)) • = 0.338 If T>TL then Cs(max)= SD1 *TL / (T`*(R/ l )) = N.A. Cs(min)=0.044 *SDs* le=> 0.01 = 0.037 If Si is equal to or greater than 0.6g, then Cs(min)= 0.50*S1/( R/l ) - N.A. is Seismic Design Force V= Cs*W = 0.167 W Diaphragm Shear force ASCE 7-10 section 12.10.1.1 Fpx(min) - 0.2 *SDS* le*WPX = 0.167 WPX Fpx(max) = 0.4 * SDs * le*WPX = 0.334 WPX File:Seismic cover ASCE 7-10.xls, modified 7-25-13