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BRIGGS ENGINEERING, Inc. copyright BEI 2022 dean@briggs-engineering.com
<br /> PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,ASCE 7-16,OSSC
<br /> DEALER WILLIAMS SCOTSMAN-MOBILE MINI SOLUTIONS CRITERIA: 30,50,120C,D,1.5,1500
<br /> DATE: 6-Feb-22 FDN.TYPE: 10-FT Wide Mobile,OFFICE
<br /> PROJECT# 202204.01.1 STATES: ID,OR,WA
<br /> I.DESIGN CRITERIA:
<br /> Dead Load:
<br /> Roof,RDL= 12 psf
<br /> Floor,FDL= 10 psf
<br /> Wall,WDL= 8 psf
<br /> Roof Live Load:
<br /> Snow Load,RLL= 30 psf
<br /> Load Duration Factor,Cd= 1.15 %
<br /> Floor Load:
<br /> Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1
<br /> Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1
<br /> Portion,PDL= 15 psf IBC Section 1607.5
<br /> Wind Load: ASCE-Section 28.6
<br /> Building Risk Category: Category II ASCE 7,Table 1.5-1
<br /> Basic Wind Speed,V= 120 mph ASCE 7,Figure 26.5-1B
<br /> Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1
<br /> "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1
<br /> Roof Slope= 2.00 :12= 9.46 Degrees
<br /> Edge Wind Pressure,Wep= 25.8 psf ASCE 7,Figure 28.5-1
<br /> Interior Wind Pressure,Wip= 17.1 psf ASCE 7,Figure 28.5-1
<br /> Average Wind Pressure,Wp= 20.23 psf ASCE 7,Figure 28.5-1
<br /> Exposure Category= C Exposure Factor,A= 1.21 ASCE 7,Figure 28.5-1
<br /> Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1
<br /> Design Wind Pressure,Pw=Wp*A*Iw*Kz= 24.5 psf ASCE 7,Figure 28.5-1
<br /> Seismic: ASCE-Section 12.14
<br /> Total Weight,Wtot= 38.20 psf
<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 /> Seismic Site Class D ASCE-7,Section 11.4.1&2
<br /> Seismic Category= D ASCE 7,Table 11.6.1&11.6-2
<br /> Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6
<br /> Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2
<br /> Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7,EQ 11.4-1&11.4-2
<br /> Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4
<br /> Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1
<br /> Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4
<br /> Cs=Ie*Sds/R 0.3002 ASCE 7,EQ 12.8-2
<br /> Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2
<br /> Ta(sec)=Ct*hn^x 0.1111 ASCE 7,EQ 12.8-7
<br /> TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16
<br /> Csmax= 1.8008 ASCE 7,EQ 12.8-3&12.8-4
<br /> Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6
<br /> Total Shear,pst=ps*Cs*Wtot= 11.47 psf ASCE 7 EQ 12.14-11
<br /> Load Factor for Ultimate 1.00 IBC Section 1605.2
<br /> Total Design Seismic Shear,vsu= 11.47 psf
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<br /> 2204.01.1-IBC 2018 Std MOB-0 Fdn Calcs 10
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