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ENGINEERS-NORTHWEST,INC.P.S. SHEET OF <br /> 972s THIRD AVE.N.E.(SUITE 207) <br /> SEATTLE,WA.98115 <br /> ***••Property of Engineers Northwest.Inc..P.S.- Use by others unlawful' <br /> ASCE 7-16 <br /> Seismic Loads per ASCE 7-16-Chapter 12 Seismic Design Requirements for Building Structures <br /> Input Cells= <br /> Project Number. <br /> Project Name: Baker View <br /> Location: Everett, CIA <br /> Design By: <br /> 2018 IBC Section 1613/ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure <br /> All reference's below are to ASCE 7-16(U.N.O.) <br /> lmut ' <br /> Basic Seismic Fcrce Resisting System=Al, Special reinforced concrete shear walls <br /> Basic Seismic Force Resisting System= BVVS =Bearing Wall Systems <br /> Is diaphragm considered flexible?= YES <br /> Structural height, h„= 38.5 ft <br /> Ss= 1.373 spectra.]response acceleration at a period of 0.2s for Site Class B <br /> Si = 0.488 spectral response acceleration at a period of 1.0s for Site Class B <br /> TL= 6 Long-period transition period <br /> Site Class(soil)= C <br /> Risk Category= 11 Table 1.5-1 <br /> Top of wall elevation(parapet)= 41 ft <br /> Elev.of top of wail lateral support(max.)= 39 ft(roof high point-minimurr,parapet) <br /> Elev.of top of wall lateral support(min.)= 38 ft(roof low point-maximum parapet) <br /> Regular structure<5 stories?= YES Section 12.8.1.3 <br /> p= 1.0 Section 12.3.4.2 <br /> Output <br /> Site Coefficient, F.,= 1.2 Table 11-4.1 <br /> Site Coefficient. F,= 1.5 Table 11-4.2 <br /> SW.s= 1.648 Eqn 11 A-1 <br /> Sr,,, = 0.732 Eqn 11.4-2 <br /> St's= 1 Section 12.8.3 <br /> Sri= 0.488 Section 12.8.3 <br /> Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 &11.6-2 <br /> To= 0.098 Section 11.4.5.0.2Sd1/Sds <br /> T,= 0.488 Section 11.4.5. Sd'l/Sds <br /> C,= 0.02 Table 12.8-2 <br /> Period,T= 0,309 sec,Section 12.8.2.1 (Eqn 12.8-7) <br /> Sa= 1 Section 11.4.5(Eqns 11.4-5, 11.4-6,11.4-7r) <br /> Response MoJification Coefficient,R= 5 Table 12.2-1 <br /> System Overstrength Factor,0,= 2 Table 12.2-1 <br /> Deflection Amplification Factor,.C,= 5 Table 12.2-1 <br /> Importance Factor, Ie= 1 Table 1.5-2, by Risk Category <br /> Detailing Reference Section= 14.2 <br /> C,cala= 0.2 Section 12.8.1.1, Eqn 12.8-2 <br /> CS„a„= 0.316 Section 12.8.1.1,Eqns 12.8-3&12.8-4 <br /> C'smi.,= 0.044 Section 12.8.1.1,Eqns 12.8-5&1Z.8-6 <br /> C5t75e= 0.2 Section 12.8.1.1, Eqns 12.8-2-12.8-6 <br /> V,,= 0.2 *W (LRFD) Section 12.8.1.Eqn 12.8-1 <br /> V= 0.14 W (ASD) <br /> E.,= 0.2 *D=+/-S()s D(Eqn 12.4-4)- May be zero <br /> for proportioning foundations. <br /> ASCE7-16 Seismic Loads <br /> EG <br />