Loading...
21-102555-Foundation Calculations-07-27-2021-V2BRIGGS ENGINEERING, Inc. BEI copyright-2021 dean@briggs-engineering.com PRE -FABRICATED BUILDING DESIGN - FOUNDATION CALCULATIONS IBC-2018, ASCE 7-16& WSBC CLIENT Aries Building Systems Owner Federal Way School District Proj# Mark Twain Elementary, 2450 South Star Lake DATE: 3 May 21 E21075 LOCATION: Est.# Road, Federal Way, WA 98003 PROJECT# 202107 06.1-1 STATE: I WA 98003 Table of Contents PREFABRICATED MOBILE BUILDING PAD FOUNDATION DESIGN LOCATION Federal Way School District Mark Twain Elementary, 2450 South Star Lake Road, 06.1-1 Federal Way, WA 98003 WIDTH: LENGTH: TYPE: MODULAR Style Building -Classroom, W/MID- 28 32 SPAN FLOOR SUPPORT, 1500 psf Soil Bearing 2107.06-1-Federal Way MOD-CR Fdn-Calcs TOC BRIGGS ENGINEERING, Inc. BEI copyright-2021 dean@briggs-engineering.com PRE -MANUFACTURED BUILDING PAD & PIER FOUNDATION CALCULATIONS IBC-2018, ASCE 7-16& WSBC CLIENT Aries Building Systems DEALER: Federal Way School District Criteria 25,40,100B,D,1.334,1500 Mark Twain Elementary, 2450 South Star Lake Date: 3-May-21 PO# E21075 Location: Road, Federal Way, WA 98003 Project #: 202107 06.1-1 MODULAR Style Building -Classroom, W/MID-SPAN State(s): WA 98003 FLOOR SUPPORT, 1500 psf Soil Bearing I. DESIGN CRITERIA: Building Risk Category, BRC: II ASCE 7 Table 1-1 Dead Load: Roof, RDL = 15 psf Ceiling CDL = 1 psf Ceiling CLL = 1 psf E&M = 2 psf Floor, FDL = 10 psf Wall, WDL = 9 psf Roof Live Load: General Roof Minimum Live Load, RML 20 psf Ground Snow Load 20 psf Snow Load, RSL = 0.7*Ce*Ct*Is*AGSL 25 25 psf Jurisdictional Snow Load Design Roof Live Load, RILL 25 psf Load Duration Factor, Cd = 1.15 % Floor Load: Uniform Floor Load, FLL = lClassroom 40 psf IBC Table 1607.1 Concentrated Live Load, p = 1000 lbs. IBC Table 1607.1 Partion, PDL = 0 psf Wind Load: Basic Wind Speed, V = 100 mph ASCE 7 Figure 6-1 "a" Edge Pressure Distance = 3.00 ft 2 Roof Slope = =2 :12 = 9.46 Degrees Ave. Lateral Edge Wind Pressure, Wep = (A&B) 16 psf ASCE 7 Figure 6.2 Ave. Lateral Interior Wind Pressure, Wip = (C&D) 16 psf ASCE 7 Figure 6.2 Average Lateral Wind Pressure, Wp = 16 psf ASCE 7 Figure 6-2 Ave. Uplift Edge Wind Pressure, Wep = (E&F) -17.61 psf ASCE 7 Figure 6.2 Ave. Uplift Interior Wind Pressure, Wip = (G&H) -12.43 psf ASCE 7 Figure 6.2 Average Uplift Wind Pressure, Wp = -13.40 psf ASCE 7 Figure 6-2 Exposure Category = © Exposure Factor, A = 1.00 ASCE 7 Section 6.5.6.1 Wind Topographic Factor, Kz = 1.001 ASCE 7 Section 6.5 Design Wind Pressure, Dwp = Wp*A*Iw*Kz = 16.00 psf IBC Section 1605.3.1 Average Uplift Pressure, Dwulp (OTM) = -13.40 psf ASCE 7-10 Section 12.14 - Simplified Alt. Struc. Design Criteria for Simple Bearing Wall or Frame Seismic: 98003 Systems Upper Module Weight = 0.00 psf Lower Module Weight = 26.54 psf Required Partion Weight = 0.00 psf Total Seismic Design Weight, Wtot = 26.54 psf ASCE 7, Section 3.1 Snow Load % Used in Seismic Design = 0% Soil Site Class D 384 Mapped Spectral Accelerations, short periods, Ss = 1.334 IBC Figure 1615 47.35636 Site Coefficient, Fa = 1.200 ASCE 7, Section 12.14.8.1 -122.29883 Max. Spectral Response, SMS = Fa*Ss = 1.601 IBC Equation 16-16 D' Design Spectral Response, SDS = 2/3*SMS = 1.067 IBC Equation 16-18 Seismic Design Category = D ASCE 7, T.11.6-1 Response Modification Coefficient, R = 4.00 ASCE 7, T.12.2-1 Overstrength Factor 2.50 ASCE 7, T.12.2-1 Lateral Load Factor, F = (1, Single Story; 1.1, 2-story; 1.2, 3-story) 1 ASCE 7, 12.14.8.1 Total Shear, pst = F*SDS*Wtot/R = 7.08 psf ASCE 7, EQ. 12.14-11 2107.06-1-Federal Way MOD-CR Fdn-Calcs KCDA-28x32 BRIGGS ENGINEERING, Inc. BEI copyright-2021 dean@briggs-engineering.com PRE -MANUFACTURED BUILDING PAD & PIER FOUNDATION CALCULATIONS IBC-2018, ASCE 7-16& WSBC CLIENT Aries Building Systems DEALER: Federal Way School District Criteria 25,40,100B,D,1.334,1500 Mark Twain Elementary, 2450 South Star Lake Date: 3-May-21 PO# E21075 Location: Road, Federal Way, WA 98003 Project #: 202107 06.1-1 MODULAR Style Building -Classroom, W/MID-SPAN State(s): WA 98003 FLOOR SUPPORT, 1500 psf Soil Bearing Dimensions: Module Length, MIL = 32 ft. Module Width, MW = 14.00 ft. Width, W = # Units = 12 28.00 ft. Length, L = # Units = 11 32.00 ft. 1st Floor Wall Ht., Wht1 = 1 9.37 ft. Roof Height, Rht = 2 :12 Slope W 2.33 ft. Ave FF above NG, Fht = F 30 inches 2.50 ft Building Ht Coeff, Htc = Rht+Wht+Fht-10 2.00 No. of floor spans per module, nfs = F 2 Effective Width of Building Supported, L2a = 84.00 inches II. FOUNDATION DESIGN A. Foundation Components Option A Individual Bearing Pads - Bearing Pads Int. Ext Co. Column Pads Width, wbp = 16 inches 16 16 Length, Ibp = 16 inches 16 16 Enhanced Subgrade Depth: Conc, Asph & Base 2 inches Equivalent Bearing Area at Soil, BA = 324 Sq. Inches 324 324 IBC-T.18.4.2 Allowable Soil Bearing Pressure, Q = 1500 psf. Assumed Option B Perimeter Support Width 0 inches Allowable Load, Pbp = (BA)/144*Q = 3375 pounds 3375 pounds Lateral Load Anchors 'Minuteman' Auger Anchors w/Stabilzer Cap 4a Soils-MMA-52 w/MMA-SD2A ASD Anchor Capacity, Anch_L = 3150 lbs. @ 45' 4b Soils-MMA-75 w/MMA-SD2A Overturning Uplift Anchors -'Minuteman' Auger Anchor w/Stabilizer Cap ASD Anchor Capacity, Anch_U = 3150 lbs. @ 90' B1. Exterior Pads (Exterior Rails) Floor and Roof ufll = (RLL+RDL+CDL+CLL+EM)*MW/2 + (FLL+FDL+PDL)*L2a/24 + Loads: Exterior Uniform Floor Load, (Wht+Wht1)*WDL = 506 lb/ft. Perimeter Support Bearing Pressure, (Skirting) 0 psf - OK! OR Max. Pad Spacing, Mps = Pfla/ufll = 6.00 ft. Max. span of Support Beams = 6.00 ft. Use: Perimeter Skirting W/ (7) 16-inch x 16-inch pad @ 6-ft o.c., max exterior supports. C1. Interior Pads (Floor Loads Only) Floor Loads: Interior Uniform Floor Load, ifll = (FDL+FLL+PDL)*L2a/12 = 350 lb/ft. Max. Pad Spacing, Mps = Pfla/ifll = 8.00 ft. Max. span of Support Beams = 8.00 ft. Use: (5) 16-inch x 16-inch Pads @ 8-ft o.c, max. interior supports. D. Column Pads (Roof Loads Only) Roof Loads: Column Pads Required, Cpr = 0 pads Allowable Load, Prla = 3375 lbs. (RLLL++RDL+EM+CDL+CLL)*MW+IF(Wht=0,0,(FLL+FDL+EM+CDL+CLL) ML Beams Load,mbrl - \ 616 Ib/ft. Effective Mateline Beam Span, Mps = Pfla/mbrl = 5.48 ft. Use: (1) 16-inch x 16-i Effective Interior Roof Beam Span = Effective Exterior Roof Beam Span = icn pans Tor every 5.4/-tt ettectroe rviateune rseam Span. 0 ft., (0)-SF I 0 16x16 PADS REQ'D 16 ft., (6.6)-SF I 3 16x16 PADS REQ'D 2107.06-1-Federal Way MOD-CR Fdn-Calcs KCDA-28x32 BRIGGS ENGINEERING, Inc. BEI copyright-2021 dean@briggs-engineering.com PRE -MANUFACTURED BUILDING PAD & PIER FOUNDATION CALCULATIONS IBC-2018, ASCE 7-16& WSBC CLIENT Aries Building Systems DEALER: Federal Way School District Criteria 25,40,100B,D,1.334,1500 Mark Twain Elementary, 2450 South Star Lake Date: 3-May-21 PO# E21075 Location: Road, Federal Way, WA 98003 Project #: 202107 06.1-1 MODULAR Style Building -Classroom, W/MID-SPAN State(s): WA 98003 FLOOR SUPPORT, 1500 psf Soil Bearing E. Lateral Design 1A. Longitudinal Walls (Front & Back, Long Walls) - Soil Anchor Option Required Design Factor of Safety = Unit Wind Load, UWL = (Wht+Rht/2+Fht/2)*Wp*L= Unit Seismic Load,USL = W*pst = Building Weight = % Building Weight Used for Lateral Sliding Transverse Foundation Friction Factor = Gravity Resistance, GR = Building WT * Friction Factor = OTM = MAX(UWL*wht/2 + Uplift, OTM,USL*wht/2) RM = Building Wt*W/2 Factor of Safety = RM/OTM 2.70 Use: (3) Lateral Load Anchors, Min. & No Uplift Anchors Required 2A. Lateral Walls (End, Short Walls) - Soil Anchor Option Unit Wind Load, UWL = (Wht+Rht+Fht/2)*Wp = Unit Seismic Lateral Load, USLL = L*pst = Building Weight = % Building Weight Used for Longitudinal Sliding Longitudinal Foundation Friction Factor = Gravity Resistance, GR_L = Building WT * Friction Factor = OTM = MAX(UWL*wht/2 + Uplift OTM,USL*wht/2) RM = Building Wt*W/2 Factor of Safety = RM/OTM 2.57 Use: (3) Lateral Load Anchors, Min. & No Uplift Anchors Required 1.5 6035 Ibs 6343 Ibs Governs 23776 Ibs 0% 0.35 0 Ibs. 123390 Ft-Ibs 332860 Ft-Ibs No Uplift Anchors Required 4720 Ibs. 6343lbs. Governs 0 Ibs 0% 0.35 0 Ibs. 148211 Ft-Ibs 380411 Ft-Ibs No Uplift Anchors Required ASD 3621 4440 ASD 2832 4440 2107.06-1-Federal Way MOD-CR Fdn-Calcs KCDA-28x32 ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 384.46 ft (NAVD 88) 2450 S Star Lake Rd Risk Category: II Latitude: 47.356356 Federal Way, Washington Soil Class: D - Default (see Longitude:-122.298832 98003 Section 11.4.3) r ■ 1 , �� � •115GI Wind Results: Wind Speed: 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph L J Renton jlurlei i�rAw ilJ" 7�I •iR. i� 5�]TJ: I - I Jfi�rli Nr=ii Aucurn Fud41z1 Way- I r:t j \ ! 11—AW, Tacoma _ _ CenEr 61,h.r. pi.m"r ,I�ir^n.lcoe l . ,. . •.j l.', n FdJc.J�I� . I r- � Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Sat May 01 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https:Hasce7hazardtool.onIine/ Page 1 of 3 Sat May 01 2021 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 1.344 Soi N/A S, 0.461 TL 6 Fa 1.2 PGA: 0.569 F N/A PGA M : 0.683 SMS 1.613 FPGA 1.2 SM, N/A le : 1 SIDS 1.075 C : 1.369 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sat May 01 2021 Date Source: USGS Seismic Design Maps https:Hasce7hazardtool.onIine/ Page 2 of 3 Sat May 01 2021 ASCE® AMERICAN SOCIEY OF CML ENGINEERS Snow Results: Elevation: Data Source: Date Accessed: Sat May 01 2021 In "Case Study" areas, site -specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA. Statutory requirements of the Authority Having Jurisdiction are not included The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https:Hasce7hazardtool.online/ Page 3 of 3 Sat May 01 2021