|
BRIGGS ENGINEERING, Inc. Copyright BEI 2023 dean@briggs-engineering.com
<br /> PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC-2018&2021, ASCE 7-16, WBC OSSC-22
<br /> CLIENT Pacific Mobile OWNER: PMSI Criteria 25,40,120C,D,1.5,1500
<br /> Date: 12-Dec-23 PO# E23135 Location: Standard KCDA Fdn-MOD-CR Sds=1.2,
<br /> 28x32-Modular Style Building-
<br /> Project#: 202301 # 01.6.2-1 Classroom State(s): ID-OR-WA PNW
<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 1.800 ASCE 7,Tables 11.4-1&2
<br /> Elev Max.Spectral Response,SMS=Fa*Ss= 1.800 0.900 ASCE 7,EQ 11.4-1&11.4-2
<br /> Design Spectral Response,Sds=2/3*SMS=(&Sd1) 1.200 0.600 ASCE 7,EQ 11.4-3&11.4-4
<br /> NOTE:Ground Motion Hazard Analysis not required,Exception 2 used,T<1.5Ts,Eq 12.8-2 Governs ASCE 7 Section 11.4.8
<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= 1.3 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 hn= 11.42 ASCE 7,Table 12.8-2
<br /> T(sec)=Ct*hn^x 0.1242 ASCE 7,EQ 12.8-7
<br /> TL(sec)= 16 ASCE 7,Figures 22-12 to 22-16
<br /> Ts= Sd1/Sds. 0.5000 Ts*1.5= 0.7500 Second ASCE 7 Section 11.3
<br /> Csmax= 1.2073 ASCE 7,EQ 12.8-3&12.8-4
<br /> Csmin= 0.0528 ASCE 7,EQ 12.8-5&12.8-6
<br /> Design Cs= 0.1242
<br /> Total Shear,vsu=ps*Cs*Wtot= 5.29 psf ASCE 7,EQ.12.14-11
<br /> Dimensions: Module Length,ML= 32 ft.
<br /> Module Width,MW= 14.00 ft.
<br /> Width,W= #Units= 2 28.00 ft.
<br /> Length,L= #Units= 1 32.00 ft.
<br /> 1st Floor Wall Ht.,Wht1= 9.08 ft.
<br /> 2nd Flr.Wall Height,Wht= 0.00 ft.
<br /> Roof Height,Rht= 2 :12 Slope W 2.33 ft.
<br /> Floor Height above NG,Fht= 36 inches 3.00 ft
<br /> Building Ht Coeff,Htc=Rht+Wht+Fht-10 1.00
<br /> No.of floor spans per module,nfs= 2
<br /> Effective Width of Building Supported,L2a= 84.00 inches
<br /> 2301.01.6.2,KCDA FDN-Calcs-28x32-25 RL KCDA 28x32 MOD-CR FDN 3-5
<br />
|