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BRIGGS ENGINEERING, Inc. Copyright BEI 2021 dean@briggs-engineering.com <br /> PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC-)Ut1 ,WBC&IBC-2018,OSSC-2019 <br /> CLIENT Pacific Mobile OWNER: Pacific Criteria 25,40,120C,D,1.5,1500 <br /> Date: 15-Nov-21 PO# E21187 Location: Standard KCDA Fdn-Sds=1.2 <br /> Project#: 202101 # 19.5.1-1 28x32-Modular Style Building State(s): OR,WA PNW <br /> Classroom <br /> Seismic: PNW ASCE 7-16 Section 12.14-Simplified Alt.Struc.Design Criteria for Simple Bearing Wall or Frame Systems <br /> Lower Module Weight= 32.73 psf <br /> Required Partion Weight= 0.00 psf <br /> Total Seismic Design Weight,Wtot= 32.73 psf ASCE 7,Section 3.1 <br /> Storage Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.1 <br /> Partition Load Used in Seismic Design= 10 psf ASCE 7, 12.7.2.2 <br /> Equipment Load%Used in Seismic Design= 100% ASCE 7, 12.7.2.3 <br /> Snow Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.4 <br /> Seismic Improtance Factor, Is= 1.00 ASCE 7,Table 1.5-2 <br /> Soil Site Class D ASCE-7,Section 11.4.1&2 <br /> Lat Mapped Spectral Accelerations,Ss&S1= 1.500 0.50 ASCE 7,Figures 22-1 to 22-6 <br /> Long Site Coefficient, Fa&Fv= 1.200 2.400 ASCE 7,Tables 11.4-1&2 <br /> Elev Max.Spectral Response,SMS=Fa*Ss= 1.800 1.200 ASCE 7,EQ 11.4-1&11.4-2 <br /> Design Spectral Response,Sds=2/3*SMS=(&Sd1) 1.200 0.800 ASCE 7, EQ 11.4-3&11.4-4 <br /> Seismic Design Category= D ASCE 7,Table 11.6.1&11.6-2 <br /> Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1 <br /> Overstrength Factor 2.50 ASCE 7,T.12.2-1 <br /> Redundancy Factor, ps= 1 ASCE 7,Section 12.3.4 <br /> Cs=le*Sds/R 0.3000 ASCE 7,EQ 12.8-2 <br /> Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 <br /> Ta(sec)=Ct*hnAx 0.0225 ASCE 7, EQ 12.8-7 <br /> TL(sec)= 16 ASCE 7,Figures 22-12 to 22-16 <br /> Csmax= 8.9082 ASCE 7, EQ 12.8-3&12.8-4 <br /> Csmin= 0.0528 ASCE 7, EQ 12.8-5&12.8-6 <br /> Total Shear, vsu=ps*SDS*Wtot/R= 9.82 psf ASCE 7,EQ. 12.14-11 <br /> 28x32_KCDA FDN-Calcs,WA KCDA MOD-CR FDN 3- 5 <br />