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Specifications BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com IPRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. OFFICE D 110 30 1500 DATE: 02-Feb-20 1.00 0° 1.5 B 2.0 PROJECT# 202001.03.1-1 II 0.4 1.2 STATES: OR 1.0 4.0 D SITES STOCK MOBILE OFFICE Table of Contents C n-752020-ovav 3 MOBILE OFFICE BUILDING SINGLE WIDE FOUNDATIONS WIDTH: LENGTH: 8 12 9QLS y2 -p✓Ba2� 8 16 8 20 8 24 = 8 30 ., 3.:.�'�:,,a� .. t.. 10 24 10 30 AUG 2 4 2020 32 10 40 CITY OF TIIGARD 10 44 B :ONG DIVIS C)N 12 26 12 32 12 40 12 42 12 44 12 48 12 56 12 60 12 66 14 56 14 60 14 66 14 72 MOBILE OFFICE BUILDING MULTI WIDE FOUNDATIONS WIDTH: LENGTH: 24 36 24 40 24 50 24 60 24 64 24 70 36 60 48 60 60 60 72 60 28 32 28 64 28 66 42 60 56 60 56 64 .3, PROF, .. 2327 P . • _, 6, OREGON et)�, w. a RENEWS: DECENBER 31, 2021 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx TOC BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 8-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion, PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 17.64 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 17.6 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 43.38 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,SDs=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1096 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.8241 ASCE 7, EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 13.02 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 13.02 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 8 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 ALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 8-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 8 ft. Module Length,ML= 30 ft. Width,W= #Units= 1 8.00 ft. Length,L= #Units= 1 30.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 0.67 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff,Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 65.50 inches Joist Overhang,L2b= 15.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 8 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 8-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,lbp= 16 inches Minimum Pier Bearing Area, BA1=(At Base of Pier) 256 Sq. Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 536 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 6.30 ft. Use: (5)16-inch x 16-inch pad @ 6.31-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 368 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 9.18 ft. Use: N/A D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 336 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 20.09 ft. Use: N/A E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 193 plf Governs Unit Seismic Load,USL1=W*pst= 104 plf Angle of Anchor Strap,Asa,Radians 0.00 0 degrees Building Weight= 10410 lbs 347 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 25997 Ft-lbs RM=Building Wt*W/2 41640 Ft-lbs Factor of Safety=RM/OTM 2 No Uplift Anchors Required Use: (1)Anchor per" 24.54 ft=(2)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 8 , BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 .DIALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 8-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 187 plf Unit Seismic Lateral Load,USL2=L*pst= 391 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 14061 Ft-lbs RM=Building Wt*W/2 156150 Ft-lbs Factor of Safety=RM/OTM 11 No Uplift Anchors Required Use: (1)Anchor per 12.1 ft=(1)Anchors Per End ADDITIONAL 8-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 12 2 0 1 1 4812 0 1444 16 3 0 1 1 6056 0 1818 20 4 0 1 1 7300 0 2191 24 4 0 1 1 8544 0 2564 30 5 0 2 1 10410 0 3125 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 8 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 . DATE: 2-Feb-20 FDN.TYPE: 10-FT Wide Mobile,OFFICE PROJECT it 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 16.99 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 17.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 38.20 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7,EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7, EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1111 ASCE 7,EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.8008 ASCE 7, EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 11.47 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 11.47 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 10 .i*iiA4AMilit4NNii#311#M titi{rilaiii}3#iiiHYAI#H{UiNYlttl#u#Y#EUN13..114t 44 tiaMi i.ia..r. .... .eiaxiA6NvtN14Ytilii6ldli3iitU#iLtllfflifa#uli4iYYFttN111tYiYYiiulis#Yatxu u4.4:».e , r...x.r...u..sisea .s .ae:x.rw.c a.e.a.na,:.aua+.+iY i•tawikoA#W4ilut u.4Y+i.ia. . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 10-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 10 ft. Module Length,ML= 50 ft. Width,W= #Units= 1 10.00 ft. Length,L= #Units= 50.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 0.83 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 75.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 10 AIMt BRIGGS ENGINEERING, Inc. copyright BE12020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 10-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,lbp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq. Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 653 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 5.17 ft. Use: (10)16-inch x 16-inch pad @ 5.18-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 443 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 7.63 ft. Use: N/A D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load, Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 420 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 16.07 ft. Use: N/A E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 188 plf Governs Unit Seismic Load,USL1=W*pst= 115 plf Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 19100 lbs 382 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 42394 Ft-lbs RM=Building Wt*W/2 95500 Ft-lbs Factor of Safety=RM/OTM 2 No Uplift Anchors Required Use: (1)Anchor per" 25.08 ft=(2)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 10 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 .DIALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 10-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 181 plf Unit Seismic Lateral Load,USL2=L*pst= 573 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 25798 Ft-lbs RM=Building Wt*W/2 477500 Ft-lbs Factor of Safety=RM/OTM 19 No Uplift Anchors Required Use: (1)Anchor per 8.25 ft=(2)Anchors Per End ADDITIONAL 10-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 24 5 0 1 1 9870 0 2962 30 6 0 2 1 12000 0 3602 32 7 0 2 1 12710 0 3815 40 8 0 2 1 15550 0 4667 44 9 0 2 2 16970 0 5094 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 10 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineerins.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • DATE: 2-Feb-20 FDN.TYPE: 12-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Portion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 16.56 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.6 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 35.50 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic lmprotance Factor, Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient, Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,SDS=2/3*Sons= 1.20 0,800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7, EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1125 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.7783 ASCE 7, EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7, EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 10.66 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 10.66 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 12 . BRIGGS ENGINEERING, Inc. copyright BE12020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 12-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR • Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 1 12.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 1.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 12 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 12-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 770 lb/ft. Max.Pad Spacing, Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 518 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 6.52 ft. Use: N/A D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: N/A E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 186 plf Governs Unit Seismic Load,USL1=W*pst= 128 plf Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 25560 lbs 426 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 50301 Ft-lbs RM=Building Wt*W/2 153360 Ft-lbs Factor of Safety=RM/OTM 3 No Uplift Anchors Required Use: (1)Anchor per" 25.37 ft=(3)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 12 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 tALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 12-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 178 plf Unit Seismic Lateral Load,USL2=L*pst= 639 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 34524 Ft-lbs RM=Building Wt*W/2 766800 Ft-lbs Factor of Safety=RM/OTM 22 No Uplift Anchors Required Use: (1)Anchor per 7.4 ft=(2)Anchors Per End ADDITIONAL 12-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 26 6 0 2 1 11994 0 3600 32 8 0 2 1 14388 0 4319 40 10 0 2 2 17580 0 5277 42 10 0 2 2 18378 0 5516 44 11 0 2 2 19176 0 5756 48 11 0 2 2 20772 0 6235 56 13 0 3 2 23964 0 7193 60 14 0 3 2 25560 0 7672 66 16 0 3 2 27954 0 8390 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 12 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 r DATE: 2-Feb-20 FDN.TYPE: 14-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion, PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 16.25 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor, Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.3 psf ASCE 7, Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 33.57 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sys=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1139 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.7564 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7, EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 10.08 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 10.08 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 14 _ W . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 14-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 14 ft. Module Length,ML= 70 ft. Width,W= #Units= 1 14.00 ft. Length,L= #Units= 1 70.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 1.17 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 34.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 14 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 - DATE: 2-Feb-20 FDN.TYPE: 14-FT Wide Mobile,OFFICE PROJECT q 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 887 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 3.81 ft. Use: (19)16-inch x 16-inch pad @ 3.81-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 593 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 5.70 ft. Use: N/A D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 588 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 11.48 ft. Use: N/A E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 186 plf Governs Unit Seismic Load,USL1=W*pst= 141 plf Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 32900 lbs 470 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 58476 Ft-lbs RM=Building Wt*W/2 230300 Ft-lbs Factor of Safety=RM/OTM 4 No Uplift Anchors Required Use: (1)Anchor per" 25.46 ft=(3)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 14 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 .DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 14-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 176 plf Unit Seismic Lateral Load,USL2=L*pst= 705 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 44438 Ft-lbs RM=Building Wt*W/2 1151500 Ft-lbs Factor of Safety=RM/OTM 26 No Uplift Anchors Required Use: (1)Anchor per 6.7 ft=(3)Anchors Per End ADDITIONAL 14-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 56 15 0 3 2 26698 0 8013 60 16 0 3 2 28470 0 8545 66 18 0 3 2 31128 0 9343 72 19 0 3 3 33786 0 10141 • 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 14 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • . DATE: 2-Feb-20 FDN.TYPE: 24-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.48 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*lw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 28.75 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7, 12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7, EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1208 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.6556 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 8.63 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 8.63 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 24 MOW . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 24-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 2 24.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 2.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 24 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineerin .com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 24-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,lbp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load, Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 770 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDl 518 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 6.52 ft. Use: (10)16-inch x 16-inch pad @ 6.52-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: (2)16-inch x 16-inch pads for every 13.39-ft effective Mateline Beam Span. • E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 196 plf Unit Seismic Load,USL1=W*pst= 207 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 43020 lbs 717 plf Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 55918 Ft-lbs RM=Building Wt*W/2 516240 Ft-lbs Factor of Safety=RM/OTM 9 No Uplift Anchors Required Use: (1)Anchor per" 22.82 ft=(3)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 24 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,1106,0,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 24-FT Wide Mobile,OFFICE PJ201ECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 180 plf Unit Seismic Lateral Load,USL2=L*pst= 518 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 27959 Ft-lbs RM=Building Wt*W/2 1290600 Ft-lbs Factor of Safety=RM/OTM 46 No Uplift Anchors Required Use: (1)Anchor per 9.13 ft=(3)Anchors Per End ADDITIONAL 24-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) Load End) 36 9 6 2 2 27108 0 8136 40 10 7 2 2 29760 0 8932 50 12 8 3 3 36390 0 10922 60 14 10 3 3 43020 0 12912 64 15 10 3 3 45672 0 13708 70 16 11 4 4 49650 0 14902 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 24 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 36-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load, RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 26.50 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7, 12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*Sons= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 . Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1289 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.5510 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7, EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.95 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.95 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 36 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 36-FT Wide Mobile,OFFICE P(tOJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 3 36.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 3.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 36 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • DATE: 2-Feb-20 FDN.TYPE: 36-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2• 770 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 518 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 6.52 ft. Use: (10)16-inch x 16-inch pad @ 6.52-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: (2)16-inch x 16-inch pads for every 13.39-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 212 plf Unit Seismic Load,USL1=W*pst= 286 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 60480 lbs 1008 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 77313 Ft-lbs RM=Building Wt*W/2 1088640 Ft-lbs Factor of Safety=RM/OTM 14 No Uplift Anchors Required Use: (1)Anchor per" 16.51 ft=(4)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 36 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES, INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 36-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 188 plf Unit Seismic Lateral Load,USL2=L*pst= 477 plf Governs Effect. End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 25771 Ft-lbs RM=Building Wt*W/2 1814400 Ft-lbs Factor of Safety=RM/OTM 70 No Uplift Anchors Required Use: (1)Anchor per 9.91 ft=(4)Anchors Per End ADDITIONAL 36-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 60 14 10 4 4 60480 0 18153 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 36 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 48-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion, PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 4.80 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 25.38 psf Storage Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1369 ASCE 7,EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.4606 ASCE 7, EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7, EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.62 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.62 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 48 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 48-FT Wide Mobile,OFFICE PJtOJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 4 48.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 4.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 2.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 48 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B4O,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 48-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 770 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDl 518 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 6.52 ft. Use: (10)16-inch x 16-inch pad @ 6.52-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: (2)16-inch x 16-inch pads for every 13.39-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 228 plf Unit Seismic Load,USL1=W*pst= 366 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 77940 lbs 1299 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 98708 Ft-lbs RM=Building Wt*W/2 1870560 Ft-lbs Factor of Safety=RM/OTM 19 No Uplift Anchors Required Use: (1)Anchor per" 12.93 ft=(5)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 48 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES, INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 48-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 196 plf Unit Seismic Lateral Load,USL2=L*pst= 457 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 24677 Ft-lbs RM=Building Wt*W/2 2338200 Ft-lbs Factor of Safety=RM/OTM 95 No Uplift Anchors Required Use: (1)Anchor per 10.34 ft=(5)Anchors Per End ADDITIONAL 48-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) Load End) 60 14 10 5 5 77940 0 23394 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 48 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • DATE: 2-Feb-20 FDN.TYPE: 60-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Portion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 6.00 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,X= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*X*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 24.70 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 • Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1448 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.3817 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.41 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.41 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 60 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 60-FT Wide Mobile,OFFICE P?OJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 5 60.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 5.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff,Htc=Rht+Wht+Fht-15 2.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 60 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 60-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 770 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 518 lb/ft. Max.Pad Spacing, Mps2=Pfla/ifll= 6.52 ft. Use: (10)16-inch x 16-inch pad @ 6.52-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: (2)16-inch x 16-inch pads for every 13.39-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 244 plf . Unit Seismic Load,USL1=W*pst= 445 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 95400 lbs 1590 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 120103 Ft-lbs RM=Building Wt*W/2 2862000 Ft-lbs Factor of Safety=RM/OTM 24 No Uplift Anchors Required Use: (1)Anchor per" 10.63 ft=(6)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 60 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 60-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 204 plf Unit Seismic Lateral Load,USL2=L*pst= 445 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 24021 Ft-lbs RM=Building Wt*W/2 2862000 Ft-lbs Factor of Safety=RM/OTM 119 No Uplift Anchors Required Use: (1)Anchor per 10.63 ft=(6)Anchors Per End ADDITIONAL 60-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 60 14 10 6 7 95400 0 28634 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 60 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 72-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 7.20 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7, Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7, Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7, Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.0 psf ASCE 7, Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 24.25 psf Storage Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7, 12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7, 12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7, Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7,EQ 11.4-1&11.4-2 . ......................... .. Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7, EQ 11.4-3&11.4-4 Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1524 ASCE 7,EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.3120 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.28 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.28 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 72 [ — BRIGGS ENGINEERING, Inc. copyright 8E1 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 i DATE: 2-Feb-20 FDN.TYPE: 72-FT Wide Mobile,OFFICE PFOJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 12 ft. Module Length,ML= 60 ft. Width,W= #Units= 6 72.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 6.00 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff,Htc=Rht+Wht+Fht-15 2.00 Clear Distance between supports, L2a= 99.50 inches Joist Overhang,L2b= 22.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 72 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 72-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 770 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 4.39 ft. Use: (14)16-inch x 16-inch pad @ 4.39-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required, Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 518 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 6.52 ft. Use: (10)16-inch x 16-inch pad @ 6.52-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 504 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 13.39 ft. Use: (2)16-inch x 16-inch pads for every 13.39-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 260 plf Unit Seismic Load,USL1=W*pst= 524 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 112860 lbs 1881 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 141497 Ft-lbs RM=Building Wt*W/2 4062960 Ft-lbs Factor of Safety=RM/OTM 29 No Uplift Anchors Required Use: (1)Anchor per" 9.02 ft=(7)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 72 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,11013,0,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 72-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 212 plf Unit Seismic Lateral Load,USL2=L*pst= 437 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 23583 Ft-lbs RM=Building Wt*W/2 3385800 Ft-lbs Factor of Safety=RM/OTM 144 No Uplift Anchors Required Use: (1)Anchor per 10.82 ft=(7)Anchors Per End ADDITIONAL 72-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) Load End) 60 14 10 7 8 112860 0 33875 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 72 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • DATE: 2-Feb-20 FDN.TYPE: 28-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion, PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 3.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7, Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.33 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,A= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 27.95 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 • Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1235 ASCE 7, EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.6189 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7, EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 8.39 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 8.39 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 28 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 28-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 14 ft. Module Length,ML= 60 ft. Width,W= #Units= 2 28.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 2.33 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff,Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 34.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 28 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 ' DATE: 2-Feb-20 FDN.TYPE: 28-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,lbp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 887 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 3.81 ft. Use: (16)16-inch x 16-inch pad @ 3.81-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 593 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 5.70 ft. Use: (12)16-inch x 16-inch pad @ 5.69-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 588 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 11.48 ft. Use: (2)16-inch x 16-inch pads for every 11.47-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 201 plf Unit Seismic Load,USL1=W*pst= 235 plf Governs Effective Soil Anchor Resistance, ESAR @ Asa°= 4725 lbs. Building Weight= 48840 lbs 814 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 63415 Ft-lbs RM=Building Wt*W/2 683760 Ft-lbs Factor of Safety=RM/OTM 11 No Uplift Anchors Required Use: (1)Anchor per" 20.12 ft=(3)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 28 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 28-FT Wide Mobile,OFFICE PL OJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 183 plf Unit Seismic Lateral Load,USL2=L*pst= 503 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 31708 Ft-lbs RM=Building Wt*W/2 1465200 Ft-lbs Factor of Safety=RM/OTM 46 No Uplift Anchors Required Use: (1)Anchor per 9.39 ft=(3)Anchors Per End ADDITIONAL 28-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) End) Load 32 9 6 2 2 27812 0 8348 64 17 12 4 4 51844 0 15561 66 18 12 4 4 53346 0 16012 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 28 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com - PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 • DATE: 2-Feb-20 FDN.TYPE: 42-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Partion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 4.20 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7, Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,X= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*A*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 25.96 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7,12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 . Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7, EQ 11.4-3&11.4-4 - Response Modification Coefficient, R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hn^x 0.1330 ASCE 7,EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.5042 ASCE 7, EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.79 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.79 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 42 • . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DIALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 42-FT Wide Mobile,OFFICE P(tOJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 14 ft. Module Length,ML= 60 ft. Width,W= #Units= 3 42.00 ft. Length,L= #Units= 1 60.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 3.50 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-15 1.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 34.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 42 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 ' , DATE: 2-Feb-20 FDN.TYPE: 42-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,Ibp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 887 lb/ft. Max.Pad Spacing,Mps1=Pfla/ufll= 3.81 ft. Use: (16)16-inch x 16-inch pad @ 3.81-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 593 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 5.70 ft. Use: (12)16-inch x 16-inch pad @ 5.69-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 588 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 11.48 ft. Use: (2)16-inch x 16-inch pads for every 11.47-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 220 plf Unit Seismic Load,USL1=W*pst= 327 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 69210 lbs 1154 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 88375 Ft-lbs RM=Building Wt*W/2 1453410 Ft-lbs Factor of Safety=RM/OTM 16 No Uplift Anchors Required Use: (1)Anchor per" 14.44 ft=(5)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 42 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 42-FT Wide Mobile,OFFICE PI,2OJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 192 plf Unit Seismic Lateral Load, USL2=L*pst= 468 plf Governs Effect.End Soil Anchor Resist..,ELSAR @ Asa°= 4725 lbs. %Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 29459 Ft-lbs RM=Building Wt*W/2 2076300 Ft-lbs Factor of Safety=RM/OTM 70 No Uplift Anchors Required Use: (1)Anchor per 10.11 ft=(5)Anchors Per End ADDITIONAL 42-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length, Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) Load End) 60 16 11 5 5 69210 0 20773 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 42 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com • PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 56-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR I.DESIGN CRITERIA: Dead Load: Roof,RDL= 12 psf Floor,FDL= 10 psf Wall,WDL= 8 psf Roof Live Load: Snow Load,RLL= 30 psf Load Duration Factor,Cd= 1.15 % Floor Load: Uniform Floor Load,FLL= OFFICE 50 psf ASCE 7,Table 4.3-1 Concentrated Live Load,p= 2000 lbs. ASCE 7,Table 4.3-1 Portion,PDL= 15 psf IBC Section 1607.5 Wind Load: ASCE-Section 28.6 Building Risk Category: Category II ASCE 7,Table 1.5-1 Basic Wind Speed,V= 110 mph ASCE 7,Figure 26.5-1B Directional Factor Kd= 0.85 ASCE 7,Table 26.6-1 "a"Edge Pressure Distance= 5.60 ft ASCE 7,Figure 28.5-1 Roof Slope= 2.00 :12= 9.46 Degrees Edge Wind Pressure,Wep= 21.6 psf ASCE 7,Figure 28.5-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7,Figure 28.5-1 Average Wind Pressure,Wp= 15.12 psf ASCE 7,Figure 28.5-1 Exposure Category= B Exposure Factor,X= 1.00 ASCE 7,Figure 28.5-1 Wind Topographic Factor,Kz= 1.00 ASCE 7 Section 26.8.1 Design Wind Pressure,Pw=Wp*X*Iw*Kz= 16.0 psf ASCE 7,Figure 28.5-1 Seismic: ASCE-Section 12.14 Total Weight,Wtot= 24.88 psf Storage Load%Used in Seismic Design= 0% ASCE 7,12.7.2.1 Partition Load Used in Seismic Design= 10 psf ASCE 7,12.7.2.2 Equipment Load%Used in Seismic Design= 100% ASCE 7,12.7.2.3 Snow Load%Used in Seismic Design= 0% ASCE 7, 12.7.2.4 Seismic Improtance Factor,Is= 1.00 ASCE 7,Table 1.5-2 Seismic Site Class D ASCE-7,Section 11.4.1&2 Seismic Category= D ASCE 7,Table 11.6.1&11.6-2 Mapped Spectral Accelerations,short periods,Ss= 1.50 0.50 ASCE 7,Figures 22-1 to 22-6 Site Coefficient,Fa= 1.20 2.400 ASCE 7,Tables 11.4-1&2 Max.Spectral Response,SMS=Fa*Ss= 1.80 1.200 ASCE 7, EQ 11.4-1&11.4-2 Design Spectral Response,Sos=2/3*SMs= 1.20 0.800 ASCE 7,EQ 11.4-3&11.4-4 Response Modification Coefficient,R= 4.00 ASCE 7,Table 12.2-1 Redundancy Factor,ps= 1.00 ASCE 7,Section 12.3.4 Cs=le*Sds/R 0.3002 ASCE 7,EQ 12.8-2 Ct= 0.02 x= 0.75 ASCE 7,Table 12.8-2 Ta(sec)=Ct*hnAx 0.1422 ASCE 7,EQ 12.8-7 TL(sec)= 6 ASCE 7,Figures 22-12 to 22-16 Csmax= 1.4069 ASCE 7,EQ 12.8-3&12.8-4 Csmin= 0.3000 ASCE 7,EQ 12.8-5&12.8-6 Total Shear,pst=ps*Cs*Wtot= 7.47 psf ASCE 7 EQ 12.14-11 Load Factor for Ultimate 1.00 IBC Section 1605.2 Total Design Seismic Shear,vsu= 7.47 psf 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 56 . BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DeALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 56-FT Wide Mobile,OFFICE PI,)OJECT# 202001.03.1-1 STATES: OR Dimensions: Module Width,MW= 14 ft. Module Length,ML= 72 ft. Width,W= #Units= 4 56.00 ft. Length,L= #Units= 1 72.00 ft. Wall Height,Wht= 9.00 ft. 2 :12 Slope 4.67 ft. Floor Height above NG,Fht= 30 inches 2.50 ft Building Ht Coeff,Htc=Rht+Wht+Fht-15 2.00 Clear Distance between supports,L2a= 99.50 inches Joist Overhang,L2b= 34.25 inches Carriage Beam Height,CBht,= 12 inches 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 56 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES,INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 56-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR II.FOUNDATION DESIGN A.Foundation Components Individual Bearing Pads-Poured-in-place,Concrete Bearing Pads Width,wbp= 16 inches Length,!bp= 16 inches Minimum Pier Bearing Area,BA1=(At Base of Pier) 256 Sq.Inches Minimum Prepared Base Depth,gbd= 2 inches Minimum Bearing Area,BA2=(At Base of Base) 324 Sq.Inches IBC-T.18.4.2 Allowable Bearing Pressure At Bottom of Base Material= 1500 psf. By Others Allowable Load,Pbp=(BA)/144*Q= 3375 pounds Anchors-Single or Double Helix'Auger'Type Anchor Capacity(Ultimate Design Value),Anchc= 4725 lbs. B.Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required,Epr= 1 pad Allowable Load,Pfla= 3375 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)*MW/2- 887 lb/ft. Max.Pad Spacing, Mps1=Pfla/ufll= 3.81 ft. Use: (19)16-inch x 16-inch pad @ 3.81-ft o.c.supporting exterior frames. C.Interior Pads(Floor Loads Only) Floor Loads: Interior Pads Required,Ipr= 1 pad Allowable Load,Pfla= 3375 lbs. Interior Uniform Floor Load, ifll=(FLL+FDL+PDL)*MW/2+Wht*WDI 593 lb/ft. Max.Pad Spacing,Mps2=Pfla/ifll= 5.70 ft. Use: (14)16-inch x 16-inch pad @ 5.69-ft o.c.supporting interior frames. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required,Cpr= 2 pads Allowable Load,Prla= 6750 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)*MW= 588 lb/ft. Effective Mateline Beam Span Per Set of Pads,Mbs=Pfla/mbrl= 11.48 ft. Use: (2)16-inch x 16-inch pads for every 11.47-ft effective Mateline Beam Span. E.Lateral Design 1.Longitudinal Walls(Anchors Along Front&Back,Long Walls) Unit Wind Load,UWL1=(Wht+Rht+Fht/2)*Pw= 239 plf Unit Seismic Load,USL1=W*pst= 418 plf Governs Effective Soil Anchor Resistance,ESAR @ Asa°= 4725 lbs. Building Weight= 105984 lbs 1472 plf %Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 lbs. 0 plf OTM=Lateral Load*L*wht/2+(Wind Uplift) 135492 Ft-lbs RM=Building Wt*W/2 2967552 Ft-lbs Factor of Safety=RM/OTM 22 No Uplift Anchors Required Use: (1)Anchor per" 11.3 ft=(7)Anchors Per Side 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 56 BRIGGS ENGINEERING, Inc. copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED BUILDING DESIGN-FOUNDATION CALCULATIONS IBC 2018,OSSC-2019 DEALER PACIFIC MOBILE STRUCTURES, INC. CRITERIA: 30,50,110B,D,1.5,1500 DATE: 2-Feb-20 FDN.TYPE: 56-FT Wide Mobile,OFFICE PROJECT# 202001.03.1-1 STATES: OR 2.Lateral Walls(Anchors Along End,Short Walls) Unit Wind Load,UWL2=(Wht+Rht/2+Fht/2)*Pw= 201 plf Unit Seismic Lateral Load,USL2=L*pst= 538 plf Governs Effect.End Soil Anchor Resist.., ELSAR @ Asa°= 4725 lbs. Building Weight Used for Longitudinal Sliding 0% Longitudinal Foundation Friction Factor= 0.40 Gravity Resistance,GR=Building WT*Friction Factor= 0 # OTM=Lateral Load*W*wht/2 33873 Ft-lbs RM=Building Wt*W/2 3815424 Ft-lbs Factor of Safety=RM/OTM 113 No Uplift Anchors Required Use: (1)Anchor per 8.79 ft=(7)Anchors Per End ADDITIONAL 56-FT.WIDE OFFICE BUILDING LENGTHS Lateral Ext Longitudinal Anchors Bldg Wt. Length Int Pads Anchors(MOD Bldg Wt. Seismic Load Pads (MOD Side) Load End) 60 16 11 6 6 89580 0 26887 64 17 12 6 7 95048 0 28529 202001.03.1-IBC 2018 Std MOB-0 Fdn Calcs.xlsx 56