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20-102050 -Structural Calculations-06-25-2020-V1BRIGGS ENGINEERING, Inc copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS Client:Owner:Bldg Type: Date:2-Jun-20 Location Fdn.Type: Project #:202007 12.1-1 E20130 State(s): WA 98003 Table of Contents MULTI-UNIT MODULAR BUILDINGS IBC 2015 & WBC Aries Building Co. Task # KCDA Type Foundation w/Concrete Pads (2) 14x64 UNITS - DOUBLE CLASSROOM BUILDING, Federal Way School District, Sacajawea MS, 1101 South Dash Point Road, Federal Way, WA 98003 Sacajawea MS, 1101 South Dash Point Road, Federal Way, WA 98003 28x64-Classroom 28x64-Classroom Federal Way School District 202007.12.1Federal Way SD Sacajawea MS 28x64 KCDA-CR FDN CalcsTOC 1 of 3 RECEIVED CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT Jul 07 2020 BRIGGS ENGINEERING, Inc copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS Client:Aries Building Co.Owner:Federal Way School District Building: 28x64-Classroom Date:Location Sacajawea MS, 1101 South Dash Point Road, Federal Way, WA 98003 FDN Criteria Project #:202007 12.1-1 State(s): WA I. DESIGN CRITERIA: Building Risk Category, BRC II Dead Load:Roof, RDL =12 psf Floor, FDL =10 psf Wall, WDL =9 psf Roof Live Load:Elev SL Coef GSL Snow Roof Load =14 psf 398 0.05 20.00 Snow Load, RLL =25 psf 35.71 Ground Snow Load Load Duration Factor, Cd =1.15 % Floor Load:Classroom 40 psf Concentrated Live Load, p =1000 lbs. Partition, PDL =0 psf ASCE 7-10 Section 4.3.2 Wind Load:Basic Wind Speed, V = 110 mph "a" Edge Pressure Distance =3.60 ft 3 Roof Slope = 3 :12 = 14.04 Degrees Edge Wind Pressure, Wep =24.1 psf Interior Wind Pressure, Wip =16 psf Average Wind Pressure, Wp = 18.08 psf Exposure Category =B Exposure Factor, λ = 1.00 Wind Topographic Factor, Kz =1.00 ASCE 7-10, Figure 26.8-1 Design Wind Pressure , Pw = Wp*λ*Iw*Kz =18.1 psf Seismic:Sacajawea MS, 1101 South Dash Point Road, Federal Way, WA 98003 E Total Weight, Wtot =33.34 psf W Snow Load % Used in Seismic Design =0%ASCE 7-10 Section 12.7.2 Seismic Site Class =D Mapped Spectral Accelerations, short periods, Ss =1.309 Site Coefficient, Fa = 1.000 Max. Spectral Response, SMS = Fa*Ss =1.31 Design Spectral Response, SDS = 2/3*SMS =0.873 Response Modification Coefficient, Rw =4.0 Seismic Design Category =D Redundancy Factor, ps =1.00 ASCE 7-10, 12.3.4 Seismic Improtance Factor, Ie 1 ASCE 7-10, Table 1.5-2 Total Shear , pst = F*SDS*Wtot/Rw =7.28 psf Dimensions:Unit Length, L = 64 ft. Module Width, MW =14.00 ft. Width, W =# Units = 2 28.00 ft. Wall Height, Wht =9.00 ft. Roof Height, Rht =3 :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 # of Floor Spans per Module 2 Clear Distance between supports, L2a =7.00 feet ASCE 7-10 Table 11.6-1 ASCE 7-10 EQ 12.8-1 ASCE 7-10 Section 12.14-1 ASCE 7-10 Equation 28.6-1 47.701122 -121.911353 ASCE 7-10 Section 20.3 ASCE 7-10, Figure 22-1 ASCE 7-10 Table 11.4-1 ASCE 7-10 Equation 11.4-1 ASCE 7-10 Equation 11.4-3 ASCE 7-10, Figure 28.6-1 ASCE 7-10, Figure 28.6-1 IBC 2015 & WBC June 2, 2020 ASCE 7-10, Figure 28.6-1 25,40,110B,D,0.873,1500 SEAW-"SNOW LOAD ANALYSIS FOR WASHINGTON" ASCE 7-10 Table 4-1 ASCE 7-10 Table 4-1 ASCE 7-10, Figure 26.5-1B ASCE 7-10, Figure 28.6-1 ASCE 7-10, Figure 28.6-1 ASCE 7-10 Table 1-1 & IBC 2015 Table 1604.5 Task # From GSL Jurisdicational 202007.12.1Federal Way SD Sacajawea MS 28x64 KCDA-CR FDN Calcs28x64 2 of 3 BRIGGS ENGINEERING, Inc copyright BEI 2020 dean@briggs-engineering.com PRE-FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS Client:Aries Building Co.Owner:Federal Way School District Building: 28x64-Classroom Date:Location Sacajawea MS, 1101 South Dash Point Road, Federal Way, WA 98003 FDN Criteria Project #:202007 12.1-1 State(s): WA IBC 2015 & WBC June 2, 2020 25,40,110B,D,0.873,1500 Task # II. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads - Precast Concrete Bearing Pads OR P.T. Wood Pads Depth of Structural Base or Paved Surface 2 inches Width, wbp =16 inches 11.25 Length, lbp =16 inches 24.00 Minimum Bearing Area, BA = 400 Sq. Inches 427 IBC-T.18.4.2 Allowable Soil Bearing Pressure, [Class 4] Q =1500 psf.By Others Allowable Load, Pbp = (BA)/144*Q =4167 pounds 4447.92 # Anchors - Cross-Drive Type at plan Location Allowable Anchor Capacity, Anchc =1800 lbs. (Ultimate @ 45°) 6 in. o.c.320 plf 6 in. o.c. 320 plf Maximum Spacing Pads on Exterior/Interior Pads 6 ft.8 ft. B. Exterior Pads - Classroom (Floor and Roof Loads, Around Perimeter) Exterior Uniform Floor Load,ufll = (FLLu+FDL+PDL)L2a/2+(RLL+RDL)*MW/2+Wht*WDL =515 lb/ft. Max. Pad Spacing, Mps = Pfla/ufll =6.00 ft.6.00 ft. Use: C. Interior Pads -Classroom (Floor Loads Only) Interior Uniform Floor Load,ifll = (FLL+FDL)*MW/2 =350 lb/ft. Max. Pad Spacing, Mps = Pfla/ifll =8.00 ft.8.00 ft. Use: D. Column Pads (Roof Loads Only) Mateline Roof Beams Uniform Roof Load, mbrl = (RLL+RDL)*MW =518 lb/ft. Effective Mateline Beam Span, Mps = Pfla/mbrl =8.04 ft.8.59 ft. Use:(1) 16-inch x 16-inch pads for every 8.04-ft effective Mateline Beam Span. Use:Exterior Column Support 16 ft 2 Pads Use:Interior Column Support 32 ft 4 Pads E. Lateral Design 1. Longitudinal Walls Anchors (Front & Back, Long Module Walls Loaded, End Shearwalls) Uplift and Sliding Coefficient =1.5 ASD Unit Wind Load, UWL = (Wht+Rht+Fht/2)*Pw*L=9548 lbs Governs Unit Seismic Load,USL = W*L*pst =9128 lbs Building Weight = 59750 lbs Building Weight Factor =0.00 Gravity Resistance, GR = Building WT * Friction Factor = 0 lbs. OTM = Lateral Load*wht/2+Wind Uplift*Area 269797 Ft-lbs RM = 0.9*Building Wt*W/2 752855 Ft-lbs Factor of Safety = RM/OTM 2.8 - No Uplift Anchors Required Use:(8) Anchors, Min., 2. Lateral Walls Anchors (End, Short Walls Loaded, Longitudinal Shearwalls) Unit Wind Load, UWL = (Wht+Rht/2+Fht/2)*Pw*W =3646 lbs. Unit Seismic Lateral Load, USLL = L*pst =9128 lbs.Governs Angle of End Anchor Strap, Asea, Radians 0.00 0 degrees Effect. End Soil Anchor Resist.., ELSAR @ Asa° =1800 lbs. Building Weight Factor =0.00 Gravity Resistance, GR = Building WT * Friction Factor = 0 lbs. OTM = Lateral Load*wht/2+Wind Uplift*Area 559550 Ft-lbs RM = 0.9*Building Wt*W/2 1720812 Ft-lbs Factor of Safety = RM/OTM 3.1 - No Uplift Anchors Required Use:(8) Anchors, Min., (8) 16-inch x 16-inch pad @ 8-ft o.c. supporting interior frames on 2-inches of Structural Base of Pavement. Sheathing Attachment, End Walls - 7d Nails Sheathing to Rim Joist, Spacing Sheathing Attachment, Side Walls - 7d Nails Sheathing to Rim Joist, Spacing (11) 16-inch x 16-inch pad @ 6-ft o.c. supporting exterior frames on 2-inches of Structural Base of Pavement. 202007.12.1Federal Way SD Sacajawea MS 28x64 KCDA-CR FDN Calcs28x64 3 of 3