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REVIEWED BLD2021-0495+Structural_Foundation_Calculations+6.4.2021_11.21.36_AM+2232681BRIGGS ENGINEEIRNG, INC copyright BE12021 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2018, ASCE 7-16 CLIENT Pacific Mobile OWNER: Edmonds SD High Efficiency' Classroom DATE: 4-Jun-21 EST E21079 LOCATION: Edmonds'SAGE' Classroom Building PROJECT# 202001 10.1-2 STATE WA 98037 PREFABRICATED MODULAR BUILDING PAD FOUNDATION DESIGN LOCATION Edmonds SD Edmonds'SAGE' Classroom Building WIDTH: 28 2101.10.2-Edmonds 2802 'Sage' Fdn Calcs TOC Table of Contents LENGTH: TYPE: BLD2021-0495, 0497, 0498 32 2802 - High Efficiency' Classroom Building RESUB Jun 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BRIGGS ENGINEEIRNG, INC copyright BE12021 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2018, ASCE 7-16 CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,100B,D,1.4,1500 Date: 4-Jun-21 PO# E21079 Location: Edmonds 'SAGE' Classroom Building Project #: 202001 # 10.1-2 State(s): WA 98037 High Efficiency' Classroom I. DESIGN CRITERIA: Building Risk Category, BRC: Dead Load: Roof, RDL = Ceiling CDL = E&M = Floor, FDL = Wall, WDL = 11 10 psf 1 psf 1 psf 10 psf 9 psf 15 psf - GSL,psf = Roof Design Liv Snow Load, RILL = 25 psf Load Duration Factor, Cd = 1.15 % Floor Load: Uniform Floor Load, FILL lClassroom 40 psf Concentrated Live Load, p = 1000 lbs. Partion, PDL = 0 psf Wind Load: Ultimate Wind Speed, V = 98 mph ASCE 7 100 mph "a" Edge Pressure Distance = 3.00 3 Roof Slope = 2.5 :12 = 14.04 Degrees Edge Wind Pressure (Zones A&B), Wep = 15.07 psf Interior Wind Pressure (Zones C&D), Wip = 10.07 psf Average Wind Pressure, Wp = 12.24 psf Exposure Category = ©Exposure Factor, A = 1.00 Wind Topographic Factor, Kz = 1.00 Average Design Wind Pressure, Pw = Wp*A*lw*Kz = 12.24 psf Average Design Wind Uplift Presure, Pwu = -11.40 Seismic: Edmonds 'SAGE' Classroom Building ASCE 7 Table 1.5-1 Ce = 1.00 ASCE 7, Ct = 1.00 Chapter 7 22 psf 25 psf Jurisdictional Wood Members ASCE 7, T.4-1 ASCE 7, T.4-1 ASCE 7, 4.3.2 ASCE 7Figure 26.5-1A ASCE 7 Figure 28.6-1 ASCE 7 Figure 28.6-1 ASCE 7 Figure 28.6-1 ASCE 7 Figure 28.6-1 ASCE 7 Figure 28.6-1 ASCE 7 Section 26.8 ASCE 7 Section 26.5 ASCE 7, Table 28.2-1 Upper Module Weight = 0.00 psf Lower Module Weight = 27.85 psf Partition Weight = 0.00 ASCE 7, 12.7.2.2. Total Weight, Wtot = 27.85 psf Snow Load % Used in Seismic Design = 0%1 ASCE 7, 12.7.2.4. - Soil Site Class D ASCE 7,11.4.2 - Mapped Spectral Accelerations, short periods, Ss = 1.40001 0.5000 ASCE 7, Figures 22-1 & 22-2 - Site Coefficient, Fa = 1.2001 2.400 ASCE 7, Tables 11.4-1 & 11.4-2 - Max. Spectral Response, SMS = Fa*Ss = 1.68 1.20 ASCE 7, EQ 11.4-1 & 11.4-2 Design Spectral Response, SAS = 2/3*SMs = 1.120 0.800 ASCE 7, EQ 11.4-3 & 11.4-4 Seismic Category = ASCE 7, Table 11.6-1 & 11.6-2 Response Modification Coefficient, R = 6.50 ASCE 7, Table 12.14-1 Cs = le*Sds/R 0.1723 ASCE 7, EQ 12.8-2 No Geotech Report, Design Cs = 0.2585 ASCE 7, Section 11.4-8 Ultimate Shear, pst = Cs*Wtot = 7.20 psf ASCE 7, Equation 12.14.11 Dimensions: Module Length, ML = 32 ft. Module Width, MW = 13.85 ft. Width, W = # Units = 12 27.70 ft. Legnth, L = # Units = 11 32.00 ft. 1st Flr. Wall Height, Wht = 9.001 ft. Roof Height, Rht = 3 :12 Slope W 2.89 ft. Floor Height above NG, Fht = 42 inches 3.50 ft Building Ht Coeff, Htc = Rht+Wht+Fht-15 2.00 No. of floor spans per module, nfs = 1 1 Effective Width of Building Supported, 1-2a 1 166.20 inches 2101.10.2-Edmonds 2802 'Sage' Fdn Calcs 2802-Conc Blks RESUB Jun 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BRIGGS ENGINEEIRNG, INC copyright BE12021 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2018, ASCE 7-16 CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,100B,D,1.4,1500 Date: 4-Jun-21 PO# E21079 Location: Edmonds 'SAGE' Classroom Building Project #: 202001 # 10.1-2 State(s): WA 98037 High Efficiency' Classroom I. DESIGN CRITERIA: II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads - Bearing Pads Column Pads Width, wbp = 11.25 inches 11.25 inches Length, Ibp = 24 inches I 24 inches Surface Support Depth: Conc, Asph & Base 0 inches Equivalent Bearing Area at Soil, BA = 270 Sq. Inches 270 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 = 2813 pounds 2812 pounds B1. Exterior Pads (Exterior Walls) Floor and Roof Loads: Exterior Uniform Floor Load, ufll = (RLL+RDL+CDL+EM) * MW/2 + (FLL+FDL+PDL)*L2a/24 + 602 lb/ft. Wht*WDL = Perimeter Support Bearing Pressure, (Skirting) 0 psf - OK! OR Max. Pad Spacing, Mps = Pfla/ufll = 4.67 ft. Max. span of Rim Joists = 6.00 ft. Use: Perimeter Skirting W/ (8) 11.25-inch x 24-inch pad @ 4.67-ft o.c., max exterior supports. C1. Interior Pads (Floor Loads Only) Floor Loads: Interior Uniform Floor Load, ifll = (FLL+FDL+PDL)*L2a/12 = 693 lb/ft. Max. Pad Spacing, Mps = Pfla/ifll = 4.06 ft. Max. span of Rim Joists = 8.00 ft. Use: (9) 11.25-inch x 24-inch Pads @ 4.06-ft o.c, max. interior supports. D. Column Pads (Roof Loads Only) Roof Loads: Column Pads Required, Cpr = 0pads Allowable Load, Prla = 2812 lbs. Mateline Roof Beams Uniform Roof Load,mbrl = (RLL+RDL)*MW = 512 lb/ft. Effective Mateline Beam Span, Mps = Pfla/mbrl = 5.49 ft. Use: (1) 11.25-inch x 24-inch pads for every 5.48-ft effective Mateline Beam Span. Effective Interior Roof Beam Span = 0 ft., (0)-SF I 0 PADS REQ'D OR CONIC PAD Effective Exterior Roof Beam Span = 16 ft., (5.5)-SF 1 31 PADS REQ'D OR CONIC PAD Effective Interior Column, Uplift (@ Roof Col.) = 0 #(Ult), Floor & Wall DL (@ Col) = 1635.6 REQ'D CENTER COLUMN UPLIFT RESISTANCE = No Center Column Effective Exterior Column, Uplift (@ Roof Col.) _ -1516 #(Ult), Floor & Wall DL (@ Col) = 1304 REQ'D END COLUMN UPLIFT RESISTANCE _ -971 "UPLIFT RESISTENCE" REQUiRED No Interior Column PROVIDE: End Column Uplift resistance of 971# = 6.5-CF Concrete or Equivalent 2101.10.2-Edmonds 2802 'Sage' Fdn Calcs 2802-Conc Blks RESUB Jun 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BRIGGS ENGINEEIRNG, INC copyright BE12021 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2018, ASCE 7-16 CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,100B,D,1.4,1500 Date: 4-Jun-21 PO# E21079 Location: Edmonds 'SAGE' Classroom Building Project #: 202001 # 10.1-2 State(s): WA 98037 High Efficiency' Classroom I. DESIGN CRITERIA: E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Walls, Loaded, End Walls Resisting Loads) Unit Wind Working Load, UWL = (Wht+Rht+Fht/2)*Wp*L= 5341 Ibs Unit Seismic Load,USL = W*pst = 6380 Ibs Governs Building Weight = 27399 Ibs % Building Weight Used for Lateral Sliding 10% Transverse Foundation Friction Factor = 0.40 Gravity Resistance, GR = Building WT * Friction Factor = 1096 Ibs. OTM = Lateral Load*wht/2+ Uplift 98688 Ft-Ibs RM = Building Wt*W/2 379482 Ft-Ibs Factor of Safety = RM/OTM 4 No Uplift Anchorage Required 1.A - Conc. Wall - Soil Resistance Concrete Wall Dimensions: Depth 24 inches - Width 30 inches, min. Soil Parameter Passive 150 psf-Allowable 200 psf-Short Term Lateral Load: 0.837 Wind/Seismic Ratio 6380 Lbs. Seismic Governs # Walls Used for Resistance ©Walls Framing Wood Typel HF Required Resistance Load Per Conc Wall: 1063 Lbs. Wind Framing Density 0.43 # Layer Shtg Furnished Resistance per Conc Wall: 1667 Lbs., OK! Strength Adjustment 0.93 1 Shear Wall Dimensions: Height 33 inches - Width 24 inches, min. Inches Nail Spacing - Shearwall One Face 4 Resistance Required, SW Length = 532 plf -Factored = 715 plf, 2015 SPWS-T.4.3A Wall Width-6" 1119 Sheathing/Nailing Required: 7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c. OK! Shearwall 1063 Lbs. Lateral (2) 1/2" Strong -Bolt 2 Bolts & Anchor Load, (6) 1/4-12x1" Factored: 1572 Lbs. Uplift (2) 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" 51871 1 Required 6832I 1 Required, Ea. End Concrete Block Weight = 1875 #, OK! (6), 24-inch deep x 30-inch Wide Conc. Block Supporting a 24-inch long Shear Strip w/7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c., Trt. Use: Pit. OR Directly Secured to Conc. w/(1)-(2) 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1", Lateral Resistance, & (1)-(2) 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" Uplift @ Ends of Shearwalls 2101.10.2-Edmonds 2802 'Sage' Fdn Calcs 2802-Conc Blks RESUB Jun 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BRIGGS ENGINEEIRNG, INC copyright BE12021 dean@briggs-engineering.com SITE SPECIFIC - MODULAR BUILDING FOUNDATION - SHEAR BLOCK CALCULATIONS IBC-2018, ASCE 7-16 CLIENT Pacific Mobile OWNER: Edmonds SD Criteria 25,40,100B,D,1.4,1500 Date: 4-Jun-21 PO# E21079 Location: Edmonds 'SAGE' Classroom Building Project #: 202001 # 10.1-2 State(s): WA 98037 High Efficiency' Classroom I. DESIGN CRITERIA: 2. Lateral Walls (End, Short Walls, Loaded, Front and Back Walls Resist Loads) Ult. Wind Load, UWL = (Wht+Rht+Fht/2)*Wp = 4623 lbs. Ult. Seismic Lateral Load, USLL = L*pst = 6380 lbs. Governs 2.A - Conc. Wall - Soil Resistance Concrete Wall Dimensions: Depth 24 inches - Width 30 inches Soil Parameter Passive 150 psf-Allowable 200 psf-Short Term Lateral Load: 0.725 Wind/Seismic Ratio 6380 Lbs. Seismic Governs # Walls Used for Resistance 41Wall �Framing Wood Type HF # Layer Shtg Required Resistance Load Per Wall: 1595 � ����� Framing Densityl 0.43 1 Furnished Resistance per Wall: 1667 Lbs., OK! Strength Adjustment 0.93 Shear Wall Dimensions: Height 33 inches - Width 24 inches, min. Inches Nail Spacing - Shearwall One Face 4 Resistance Required, SW Length = 798 plf - Factored = 1072 plf, 2015 SPWS-T.4.3A Wall Width-6" 1119 Sheathing/Nailing Required: 7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c. OK! Shearwall 1715 Lbs. Lateral (2) 1/2" Strong -Bolt 2 Bolts & 5187 1 Required Anchor Load, (6) 1/4-12x1" Factored: 2358 Lbs. Uplift (2) 1/2" Strong -Bolt 2 Bolts & 6832 1 Required, Ea. (6) 1/4-12x1" End W/RFB#4X8HDG-R Set 4-inches, min., into Concrete (4), 24-inch deep x 30-inch Wide Conc. Walls Supporting a 24-inch long Shearwall w/7/16" Trt. Wood Struc Shthg Panel over HF Studs, One Face @ 16" o.c. w/HD Galy 8d Box Nails @ 4" o.c., Trt. Pit. OR Use: Directly Secured to Conc. w/(1)-(2) 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12xV, Lateral Resistance & (1)- (2) 1/2" Strong -Bolt 2 Bolts & (6) 1/4-12x1" Uplift @ Ends of Shearwalls 2101.10.2-Edmonds 2802 'Sage' Fdn Calcs 2802-Conc Blks RESUB Jun 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT