Loading...
Specifications BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 dean(a�briggs-engineerinq.com PRE-FABRICATED BUILDING DESIGN -FOUNDATION CALCU' -"')NS IBC-2015,WBC, OSSC CLIENT Pacific Mobile Stn Mures Owner Pacific Mobile DATE: 20-Feb-19 PO# E19033 LOCATION: KCDA St 'ds PROJECT# 201901 01.01.2 STATE: ID-OR-WA PNW Table of Contents RECEIVED PREFABRICATED MODULAR BUILDING PAD FOUNDATION DESIGN riAt, 1 1 2019 CITY OF T1GAHD DESCRIPTION WIDTH: LENGTH: TYPE: BUILDING DIVISION 28x64 MODULAR FDN-Classroom w/(2) Floor 25psf-RLL,40psf-FLL,110mph, Exp C, Cat-D, Joist Spans/Module,W/&W/O Firewall Ss=1.5, Fp=1500 psf 28x64 MODULAR FDN-Classroom w/(2)Floor 40psf-RLL,40psf-FLL,115mph, Exp C, Cat-D, Joist Spans/Module, W/&W/O Firewall Ss=1.5, Fp=1500 psf $ 1pNAL .\c�5,0 PR°FESS otakw°ooBA/Ci 4') ipl.S TR Nc4(2:44"10/, 9..../rot WARA*41;40 0 4t. A . 4 4, ..,..., 43 *111, i ti:3V fil* A i . . , J, OREGON i�, " ' % it $ oe'A3 �01V �,-9N W. BR\G bNAI. 9RNE9S 9/302020 T RENEWS: DECEMBER 31, 20191 I MUM 9/27/2019 II 201901.01.01,KCDA FDN-Calcs.xlsx TOC 1/7 A BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 deanCa�briggs-engineering.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.03&04- 28x64 MODULAR FDN-Classroom Project#: 201901 1 w/(2)Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall I. DESIGN CRITERIA: 28x64 MODULAR FDN-Classroom w/(2) Floor Joist Spans/Module,W/&W/O Firewall Dead Load: Roof, RDL= psf 1st Floor Ceiling CDL= E&M= Floor, FDL= psf Wall,WDL= psf Roof Live Load: Snow Load, RLL= psf Load Duration Factor, Cd = Floor Load: Uniform Floor Load, FLL= Ctnssroon40 psf IBC Table 1607.1 Concentrated Live Load, p= 1000 lbs. IBC Table 1607.1 Portion, PDL= 0 psf Building Risk Classification: Category II ASCE 7 Table 1.5-1 Wind Importance Factor, Iw= 1.00 ASCE 7 Table 1.5-1 Wind Directional Factor, Kd 0.85 ASCE 7 Table 26.6-1 "a"Edge Pressure Distance= 3.00 ft 2 Roof Slope= 2 :12 = 9.46 Degrees Edge Wind Pressure, Wep= 21.6 psf ASCE 7 Figure 28.6-1 Interior Wind Pressure,Wip= 14.4 psf ASCE 7 Figure 28.6-1 Average Wind Pressure,Wp= 15.94 psf ASCE 7 Figure 28.6-1 Exposure Category= C Exposure Factor, A= 1.21 ASCE 7 Figure 28.6-1 Wind Topographic Factor, Kz= ASCE 7 Section 6.5 Design Wind Pressure, Pw=Wp*A*Iw*Kz= 16.4 psf IBC Section 1605.3.1 Average Uplift Wind Pressure, Wup= -19.6 psf Seismic: Upper Modue Weight= 0.00 psf Base Module Weight= 27.79 psf Total Weight, Wtot= 27.79 psf Snow Load % Used in Seismic Design= 0% Soil Site Class I7 Seismic Category= PNW IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss= 1.5000 IBC Figure 1615 Site Coefficient, Fa= 1.00 IBC Table 1615.1.2(1) Max. Spectral Response, SMS= Fa*Ss= 1.50 IBC Equation 16-16 Design Spectral Response, SDs=2/3*SMs= 1.00 IBC Equation 16-18 Response Modification Coefficient, R= 4.00 IBC Table 1617.6 Lateral Load Factor, F= (1, Single Story; 1.1,2-story; 1.2, 3-story) ASCE 7-05, 12.14.8.1 Total Shear,pst=F*SDS*Wtot/R= 6.95 psf ASCE 7-05 Equation 12.14.11 Dimensions: Nominal Module Length, ML= 64 ft. Nominal Module Width, MW = 14.00 ft. Width, W = #Units= 2 28.00 ft. Legnth, L= #Units= 1 64.00 ft. !st Floor Wall Ht. = 9.00 ft. 2nd Flr.Wall Height, Wht= 0.00 ft. Roof Height, Rht= 2 :12 Slope 2.33 ft. Floor Height above NG, Fht= 'r inches 2.50 ft Building Ht Coeff, Htc= Rht+Wht+Fht-10 1.00 No. of floor spans per module, nfs= 2 Clear Distance between supports, L2a = 84.00 inches 201901.01.01,KCDA FDN-Calcs.xlsx 01.2A-28x64-KCDA-W 2/7 BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 deanbriqqs-enqineering.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.03&04- 28x64 MODULAR FDN-Classroom Project#: 201901 1 w/(2)Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads-Bearing Pads Column Pads Width,wbp= 16 inches 16 inches Length, Ibp= 16 inches 16 inches Surface Support Depth: Conc,Asph & Base 4 inches, Required Equivalent Bearing Area at Soil, BA= 400 Sq. Inches 384 Sq Inches IBC-T.18.4.2 Allowable Soil Bearing Pressure, [Class 4]Q= 1500 psf. To Be Verified By Others Option B Perimeter Support Width 6 inches Allowable Load, Pbp=(BA)/144"Q= 4167 pounds 4000 pounds 'Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Plate in Soil or SD2A in Asphalt or Anchors: Compated Gravel Ultimate Anchor Capacity,Anchc= •' "t:, lbs. 3341 lbs@45° B. Exterior Pads (Around Perimeter) Floor and Roof Loads: Exterior Pads Required, Epr= ' pad Allowable Load, Pfla= 4167 lbs. From Computer Calculations, max. span Perimeter Support Bearing Pressure, (Skirting) 0 psf-OK! Classroom Exterior Uniform Floor Load, 538 plf 7.76 ft. 6 6 1 ft. Classroom Use: Perimeter Pads W/(12) 16-inch x 16-inch pad @ 6-ft o.c.exterior supports. C. Interior Pads(Floor Loads Only-Mateline Supports) Floor Loads: Interior Pads Required, Ipr= i pad From Computer Calculations, max. span Allowable Load, Pfla= 4167 lbs. Classroom Interior Uniform Floor Load, 350 plf 11.90 ft. 8 ft. Classroom Use: (9) 16-inch x 16-inch Pads @ 8-ft o.c. interior supports. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required, Cpr= 1 pads Allowable Load, Prla= 4000 lbs. Mateline Roof Beams Uniform Roof Load,mbrl=(RLL+RDL)"MW = 518 lb/ft. Effective Mateline Beam Span, Mps= Pfla/mbrl = 7.72 ft. Use: (1) 16-inch x 16-inch pads for every 7.72-ft effective Mateline Beam Span. Effective Interior Roof Beam Span= ft 5 PADS REQ'D Effective Interior Roof Beam Span= ft 3 PADS REQ'D 201901.01.01,KCDA FDN-Calcs.xlsx 01.2A-28x64-KCDA-W 3/7 BRIGGS ENGINEERING, Inc- Copyright-BEI 2018 deans briggs-engineering.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile Criteria 25psf-RLL,40psf-FLL,110mph, Exp Structures C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.03&04- 28x64 MODULAR FDN-Classroom Project#: 201901 1 w/(2)Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall E. Lateral Design 1.Longitudinal Walls(Front&Back, Long Walls) Unit Wind Load, UWL= (Wht+Rht+Fht/2)*Wp*L= 13205 lbs Governs Unit Seismic Load,USL=W*pst= 12454 lbs Building Weight= 35840 lbs % Building Weight Used for Lateral Sliding + `; Transverse Foundation Friction Factor= 0.40 Gravity Resistance, GR= Building WT*Friction Factor= 0 lbs. OTM= Lateral Load*wht/2+Uplift 94610 Ft-lbs RM =0.6*Building Wt*W/2 301056 Ft-lbs Factor of Safety= RM/OTM 3 No Uplift Anchors Required (4)'Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Use: Plate in Soil or SD2A in Asphalt or Compated Gravel 2. Lateral Walls(End,Short Walls) Unit Wind Load, UWL=(Wht+Rht/2+Fht/2)*Wp= 5242 lbs Unit Seismic Lateral Load, USLL=L*pst= 12454 lbs Governs % Building Weight Used for Longitudinal Sliding Longitudinal Foundation Friction Factor= ? Gravity Resistance, GR= Building WT*Friction Factor= 0 lbs. OTM= Lateral Load*wht/2+Uplift 91231 Ft-lbs RM =0.6*Building Wt*W/2 688128 Ft-lbs Factor of Safety= RM/OTM 8 No Uplift Anchors Required (3)'Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Use: Plate in Soil or SD2A in Asphalt or Compated Gravel 201901.01.01,KCDA FDN-Calcs.xlsx 01.2A-28x64-KCDA-W 4/7 .BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 dean(a�briggs-engineerinq.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile 40psf-RLL,40psf-FLL,115mph, Exp Structures Criteria C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.05&06- 28x64 MODULAR FDN-Classroom Project#: 201901 1 w/(2) Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall I. DESIGN CRITERIA: 28x64 MODULAR FDN-Classroom w42) Floor Joist Spans/Module,W/&W/O Firewall Dead Load: Roof, RDL= ^ ' psf 1st Floor Ceiling CDL= E&M= 1 Floor, FDL= 0 psf Wall, WDL= F psf Roof Live Load: Snow Load, RLL= 40 psf Load Duration Factor, Cd = ;.15 % Floor Load: Uniform Floor Load, FLL = Ca.ss.roorp 40 psf IBC Table 1607.1 Concentrated Live Load, p= 1000 lbs. IBC Table 1607.1 Pardon, PDL= 0 psf Wind Load: Basic Wind Speed,V= 115 mph ASCE 7 Figure 26.5-1A Building Risk Classification: Category II ASCE 7 Table 1.5-1 Wind Directional Factor, Kd 0 8 ASCE 7 Table 26.6-1 "a" Edge Pressure Distance= 3.00 ft 2 Roof Slope= 2 :12 = 9.46 Degrees Edge Wind Pressure,Wep= 23.7 psf ASCE 7 Figure 28.6-1 Interior Wind Pressure, Wip= 15.75 psf ASCE 7 Figure 28.6-1 Average Wind Pressure,Wp= 17.45 psf ASCE 7 Figure 28.6-1 Exposure Category= C Exposure Factor,A= 1.21 ASCE 7 Figure 28.6-1 Wind Topographic Factor, Kz= 0 ASCE 7 Section 6.5 Design Wind Pressure, Pw=Wp*A*Iw*Kz= 18.0 psf IBC Section 1605.3.1 Average Uplift Wind Pressure, Wup= -21.5 psf Seismic: Upper Modue Weight= 0.00 psf Base Module Weight= 27.79 psf Total Weight,Wtot= 27.79 psf Snow Load % Used in Seismic Design= 20'1 Soil Site Class i= Seismic Category= PNW IBC Table 1613.3(1) Mapped Spectral Accelerations, short periods, Ss= 1.5000 IBC Figure 1615 Site Coefficient, Fa = 1.00 IBC Table 1615.1.2(1) Max. Spectral Response, SMS= Fa*Ss= 1.50 IBC Equation 16-16 Design Spectral Response, Sos=2/3*SMs= 1.00 IBC Equation 16-18 Response Modification Coefficient, R= 4.00 IBC Table 1617.6 Lateral Load Factor, F= (1, Single Story; 1.1, 2-story; 1.2, 3-story) ASCE 7-05, 12.14.8.1 Total Shear,pst=F*SDS*Wtot/R= 8.95 psf ASCE 7-05 Equation 12.14.11 Dimensions: Nominal Module Length, ML= 54 ft. Nominal Module Width, MW = 14.00 ft. Width, W = #Units= 2 28.00 ft. Legnth, L= #Units= 64.00 ft. !st Floor Wall Ht. = 0 0C': ft. 2nd Flr.Wall Height, Wht= 0,00 ft. Roof Height, Rht= 2 :12 Slope 2.33 ft. Floor Height above NG, Fht= inches 2.50 ft Building Ht Coeff, Htc=Rht+Wht+Fht-10 1.00 No. of floor spans per module, nfs= 2 Clear Distance between supports, L2a= 84.00 inches 201901.01.01,KCDA FDN-Calcs.xlsx 01.28-28x64-KCDA-E 5/7 BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 deanbriqqs-engineering.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile 40psf-RLL,40psf-FLL,115mph, Exp Structures Criteria C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.05&06- 28x64 MODULAR FDN-Classroom Project#: 201901 1 w/(2)Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads-Bearing Pads Column Pads Width,wbp= 10 inches 16 inches Length, Ibp= 16 inches 16 inches Surface Support Depth: Conc,Asph& Base 4 inches, Required Equivalent Bearing Area at Soil, BA= 400 Sq. Inches 384 Sq Inches IBC-T.18.4.2 Allowable Soil Bearing Pressure, [Class 4]Q= 1500 psf. To Be Verified By Others Option B Perimeter Support Width 0 inches Allowable Load, Pbp=(BA)/144*Q= 4167 pounds 4000 pounds Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Plate in Soil or SD2A in Asphalt or Anchors: Compated Gravel Ultimate Anchor Capacity,Anchc= 41,0 lbs. 3341 lbs@45° B. Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required, Epr= pad Allowable Load, Pfla= 4167 lbs. From Computer Calculations, max. span Perimeter Support Bearing Pressure, (Skirting) 0 psf-OK! Classroom Exterior Uniform Floor Load, 643 plf 6.49 ft. 6.00 ft. Classroom Use: Perimeter Pads W/(12) 16-inch x 16-inch pad @ 6-ft o.c.exterior supports. C. Interior Pads (Floor Loads Only-Mateline Supports) Floor Loads: Interior Pads Required, Ipr= 1 pad From Computer Calculations, max. span Allowable Load, Pfla= 4167 lbs. Classroom Interior Uniform Floor Load, 350 plf 11.90 ft. _,.t' i ft. Classroom Use: (9) 16-inch x 16-inch Pads @ 8-ft o.c. interior supports. D.Column Pads(Roof Loads Only) Roof Loads: Column Pads Required, Cpr= 1 pads Allowable Load, Prla= 4000 lbs. Mateline Roof Beams Uniform Roof Load,mbrl = (RLL+RDL)*MW = 728 lb/ft. Effective Mateline Beam Span, Mps= Pfla/mbrl = 5.49 ft. Use: (1) 16-inch x 16-inch pads for every 5.49-ft effective Mateline Beam Span. Effective Interior Roof Beam Span= 32 ft 6 PADS REQ'D Effective Interior Roof Beam Span= ?6 ft 3 PADS REQ'D 201901.01.01,KCDA FDN-Calcs.xlsx 01.2B-28x64-KCDA-E 6/7 BRIGGS ENGINEERING, Inc. Copyright-BEI 2018 dean(a briggs-engineering.com MODULAR BUILDING PAD&PIER FOUNDATION DESIGN -FOUNDATION CALCULATIONS IBC-2015,WBC, OSSC CLIENT Pacific Mobile DEALER: Pacific Mobile 40psf-RLL,40psf-FLL,115mph, Exp Structures Criteria C, Cat-D, Ss=1.5, Fp=1500 psf Date: 20-Feb-19 PO# E19033 Location: KCDA Standards #01.3.05&06- 28x64 MODULAR FDN-Classroom Project#: 201901 w/(2)Floor Joist Spans/Module,W/ State(s): ID-OR-WA PNW &W/O Firewall E. Lateral Design 1. Longitudinal Walls(Front&Back, Long Walls) Unit Wind Load, UWL=(Wht+Rht+Fht/2)*Wp*L= 14457 lbs Unit Seismic Load,USL=W*pst= 16040 lbs Governs Building Weight= 35840 lbs % Building Weight Used for Lateral Sliding 0% Transverse Foundation Friction Factor= 0.40 Gravity Resistance, GR= Building WT*Friction Factor= 0 lbs. OTM= Lateral Load*wht/2+Uplift 110642 Ft-lbs RM=0.6*Building Wt*W/2 301056 Ft-lbs Factor of Safety= RM/OTM 3 No Uplift Anchors Required (5)'Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Use: Plate in Soil or SD2A in Asphalt or Compated Gravel 2. Lateral Walls(End, Short Walls) Unit Wind Load, UWL=(Wht+Rht/2+Fht/2)*Wp= 5738 lbs Unit Seismic Lateral Load, USLL= L*pst= 16040 lbs Governs % Building Weight Used for Longitudinal Sliding Longitudinal Foundation Friction Factor= ;z Gravity Resistance, GR= Building WT*Friction Factor= 0 lbs. OTM = Lateral Load*wht/2+Uplift 110642 Ft-lbs RM=0.6*Building Wt*W/2 688128 Ft-lbs Factor of Safety= RM/OTM 6 No Uplift Anchors Required (4)'Minuteman' MMA-92 Auger Anchor OR Double MMA-35 w/MMA-SD2 Stabilizer Use: Plate in Soil or SD2A in Asphalt or Compated Gravel 201901.01.01,KCDA FDN-Calcs.xlsx 01.2B-28x64-KCDA-E 7/7 A