|
PRE-FABRI-ED BUILDING DESIGN - FOUNDATION_CULATIONS
<br /> BRIGGS ENGINEERING PO BOX 140537,GARDEN CITY, ID 83714-0537 IBC-2015
<br /> CLIENT Pacific Mobile DEALER: Pacific Mobile Structures, Inc. Criteria 25psf-RLL,40psf-FLL,110mph, Exp
<br /> C, Cat-D, Ss=1.5, Fp=1500 psf
<br /> Date: 25-Mar-17 EST#PO# E17040 Location: KCDA Standards
<br /> 28x32 MODULAR COPYRIGHT
<br /> Project#: 201701 1WC-1 05.2-1 FDN-Classroom w/(2) BEI 2017 State(s): ID-OR-WA Varies
<br /> Floor Joist Spans
<br /> I. DESIGN CRITERIA: 28x32 MODULAR FDN-Classroom w/J2)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 ASCE 7-10,T.4-1
<br /> Concentrated Live Load, p= 1000 lbs. ASCE 7-10,T.4-1
<br /> Partion, PDL= 0 psf ASCE 7-10,4.3.2
<br /> Wind Load: Basic Wind Speed,V= 110 mph ASCE 7-10, F.26.5-1A
<br /> Building Risk Classification: Category II ASCE 7-10,T.1.5-1
<br /> Wind Directional Factor, Kd 0.85 ASCE 7-10 Table 26.6-1
<br /> "a" Edge Pressure Distance= 3.60 ft
<br /> 3 Roof Slope= 3 :12= 14.04 Degrees
<br /> Edge Wind Pressure,Wep= 24.1 psf ASCE 7-10, F.28.6-1
<br /> Interior Wind Pressure,Wip= 16 psf ASCE 7-10, F.28.6-1
<br /> Average Wind Pressure,W• = 18.08 psf ASCE 7-10, F.28.6-1
<br /> Exposure Category= C Exposure Factor,A= 1.21 ASCE 7-10, F.28.6-1
<br /> Wind Topographic Factor, Kz= 1.00 ASCE 7-10, Section 6.5
<br /> Design Wind Pressure, Pw=Wp*A*Iw*Kz= 18.6 psf ASCE 7-10, (28.5-1)
<br /> Average Uplift Wind Pressure, Wup= -19.6 psf
<br /> Seismic: Upper Module Weight= 0.00 psf
<br /> Base Module Weight= 30.04 psf
<br /> Total Weight,Wtot= 30.04 psf
<br /> Snow Load% Used in Seismic Design= 0%
<br /> Soil Site Class D
<br /> Seismic Category= D Varies IBC Table 1613.3(1)
<br /> Mapped Spectral Accelerations, short periods, Ss= 1.5000 IBC Figure 1615
<br /> Site Coefficient, Fa= 1.00 IBC Table 1615.1.2(1)
<br /> Max. Spectral Response, SMS= Fa*Ss= 1.50 IBC Equation 16-16
<br /> Design Spectral Response, SDS=2/3*SMs= 1.00 IBC Equation 16-18
<br /> Response Modification Coefficient, R= ( 4.00 IBC Table 1617.6
<br /> Lateral Load Factor, F=(1, Single Story; 1.1, 2-story; 1.2, 3-story) 1 ASCE 7-05, 12.14.8.1
<br /> Total Shear,pst=F*SDS*Wtot/R= 7.51 psf ASCE 7-05 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.,Wht= 9.00 ft.
<br /> 2nd Flr.Wall Height,Wht2= 0 ft.
<br /> Roof Height, Rht= 3 :12 Slope 3.50 ft.
<br /> Floor Height above NG, Fht= I 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 /> 2/ 201701.05,KCDA STD FDN-Calcs.xlsx PRINTED-3/25/2017Cg-
<br />
|