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BRIGGS ENGINEERING, 10. Copyright-BEI 2020 • deanbriqqs-enqineering.com
<br /> MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC
<br /> CLIENT Pacific Mobile Dealers: Pacific Mobile Structures, Inc Criteria 25psf-RLL,40psf-FLL,110mph, Exp
<br /> Structures, Inc B, Cat-D,Ss=1.411, Fp=1500 psf
<br /> Date: 1-Feb-20 PO# E19205 Location: Evergreen MS,7621 Beverly Ln, Everett
<br /> Project#: 201901 #01.3.01-1 28x32 MODULAR FDN-Classroom State(s): WA 98203
<br /> w/(2)Floor Joist Spans/Module
<br /> I.DESIGN CRITERIA: 28x32 MODULAR FDN-Classroom w/(2)Floor Joist Spans/Module
<br /> Dead Load: Roof, RDL= 10 psf
<br /> 1st Floor Ceiling CDL= 1
<br /> E&M= 1
<br /> Floor, FDL= 10 psf
<br /> Wall,WDL= 9 psf
<br /> Roof Live Load: Snow Load, RLL= 25 psf
<br /> Load Duration Factor, Cd= 1.15 %
<br /> Floor Load: Uniform Floor Load, FLL= 'Classroom 40 psf IBC Table 1607.1
<br /> Concentrated Live Load, p= 1000 lbs. IBC Table 1607.1
<br /> Partion, PDL= 0 psf
<br /> Wind Load: Basic Wind Speed,V= 110 mph ASCE 7 Figure 26.5-1A
<br /> Building Risk Classification: Category II ASCE 7 Table 1.5-1
<br /> Wind Importance Factor, Iw= 1.00 ASCE 7 Table 1.5-1
<br /> Wind Directional Factor, Kd 0.85 ASCE 7 Table 26.6-1
<br /> "a"Edge Pressure Distance= 3.00 ft
<br /> 2 Roof Slope= 2 :12= 9.46 Degrees
<br /> Edge Wind Pressure,Wep= 21.6 psf ASCE 7 Figure 28.6-1
<br /> Interior Wind Pressure,Wip= 14.4 psf ASCE 7 Figure 28.6-1
<br /> Average Wind Pressure,Wp= 15.94 psf ASCE 7 Figure 28.6-1
<br /> Exposure Category= B Exposure Factor,A= 1.00 ASCE 7 Figure 28.6-1
<br /> Wind Topographic Factor, Kz= 1.00 ASCE 7 Section 6.5
<br /> Design Wind Pressure, Pw=Wp*A*lw*Kz= 13.6 psf IBC Section 1605.3.1
<br /> Average Uplift Wind Pressure, Wup= -19.6 psf
<br /> Seismic: Upper Modue Weight= 0.00 psf
<br /> Base Module Weight= 27.79 psf
<br /> Total Weight,Wtot= 27.79 psf 24896 lbs. Building Weight
<br /> Snow Load%Used in Seismic Design= 0%
<br /> Soil Site Class D
<br /> Seismic Category= D 98203 IBC Table 1613.3(1)
<br /> 47.9237 Mapped Spectral Accelerations,short periods,Ss= 1.4110 IBC Figure 1615
<br /> -122.2225 Site Coefficient, Fa= 1.00 IBC Table 1615.1.2(1)
<br /> 539 Max.Spectral Response,SMS= Fa*Ss= 1.41 IBC Equation 16-16
<br /> Design Spectral Response, SDS=2/3*SMs= 0.94 IBC Equation 16-18
<br /> Response Modification Coefficient, R= 4.00 A.15&A.18 ASCE 7,T12.2-1
<br /> Lateral Load Factor, F=(1, Single Story; 1.1,2-story; 1.2,3-story) 1 ASCE 7, 12.14.8.1
<br /> Total Shear,pst=F*SDS*Wtot/R= 6.54 psf ASCE 7 Equation 12.14.11
<br /> Dimensions: Nominal Module Length, ML= 32 ft.
<br /> Nominal 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.= 9.00 ft.
<br /> 2nd Flr.Wall Height,Wht= 0.00 ft.
<br /> Roof Height,Rht= 2 :12 Slope 2.33 ft.
<br /> Floor Height above NG, Fht= 30 inches 2.50 ft
<br /> Building Ht Coeff, Htc= Rht+Wht+Fht-10 1.00
<br /> No.of floor spans per module, nfs= 2
<br /> Clear Distance between supports, L2a= 84.00 inches
<br /> 201901.09.1-2,KCDA FDN-Calcs.xlsx 09.1-2, 28x32-KCDA-W �� 2/4
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