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ENGINEERS•NORTH+A'EST,INC.P..S. SHEET OFF,,. <br /> 9'r25 THIRD AVE.N.E.(SUITE 207) <br /> SEATTLE.WA,98�15 <br /> Prope tV 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:ffEverett, <br /> Location' <br /> Design By: <br /> 2018 IBC Section 1613 1 ASCE 7.16 Section 12,8 Equivalent Lateral Force Procedure <br /> All references below are to ASCE 7.16(U.N10) , <br /> Input <br /> Basic Seismic Force Resisting System= 83.. steel ordinary concentrically braced frames r MA <br /> Basic Seismic Force Resisting System= BFS =Building Frame Systems <br /> Is diaphragm considered flexible?= YES <br /> Structural height.N= 38.5 ft <br /> Ss= 1.373 spectral response acceleration at a period of 0.2s for Site Class B <br /> S, OA88 spectral response acceleration at a period of 1 Os for Site Class B <br /> TL= 6 Long-period transition period <br /> Site Class(soil)= C <br /> Risk Category= li 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-minimum parapet) <br /> Elev. of top of wall lateral support(min.)= 38 ft(roof low point-maximum parapet) <br /> Regular structures 5 stories?= YES Section 12.8.13 <br /> p= 1.0 Section 12.3.4.2 <br /> Steel ordinary concentrically braced.frames are permitted in single-story buildings up to a st.rcictural height. I'll.of 60 ft <br /> where the stead load of the roof does not exceed 20 psf and in penthouse structures. <br /> Output. <br /> Site Coefficient,F,= 1.2 Table 11-4.1 <br /> Site Coefficient,F,= 1.5 Table 11-4.2 <br /> S+As= 1,648 Eqn 11.4-1 <br /> Sm, = 0,732 Eqn 11.4-2 <br /> Sos= 1 Section 12.8,3 <br /> So'= 0.468 Section 12.8.3 <br /> Seismic Design Category(SIC)= D Section 11.6&Tables 11.6-1 &11.6-2 <br /> To= 0.098 Section 11.4.5,0.2Sd11Sds <br /> T5= 0.488 Section 11.4.5,ShciSds <br /> Cr= 0.02 Table 12.8-2 <br /> Period.T= 0.309 sec,Section 12.8.2.1 (Eqn 12.8-7) <br /> S'a= 1 Section 11A,.5(Eqns 11.4-5, 11.4-6, 11.4-7) <br /> Response MoOication Coefficient,R= 3,25 Table 12.2-1 <br /> System Overstrength Factor,Q,,= 2 Table 12.2-1 <br /> Deflection Amplification Factor,C,= 3.25 Table 12.2-1 <br /> importance Factor, Ie= 1 Table 1.5-2,by Risk Category <br /> Detailing Reference Section= 14.1 <br /> Cs a;= 0,308 Section 12.$.1.1, Eqn 12.8-2 <br /> Ca,,x= 0,486 Section 12.8,1.1,Eqns 12.8-3&12.8A <br /> C<,r a= 0-044 Section 12.8.1.1,Eqns 12.8-5&12,8-e <br /> C},.= 0.308 Section 12.8.1.1, Eqns 12.8-2-12.8-6 <br /> V„= 0.308 x W (LRFD) Section 12.8..1,Eqn 12.8-1 <br /> V= 0.216 *W (ASD) <br /> Ev 0.2 *D=+1-Svs D(Eqn 12.4-4)- May be zero <br /> for proportioning foundations. <br /> ASCE7•16 Seismic Loads <br /> EQ <br />