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HomeMy WebLinkAbout21250 calcs - Light Pole FDN 2023-03-02 STRUCTURAL CALCULATIONS FOR LINDBERGH HIGH SCHOOL LIGHT POLE FOUNDATION 16426 128TH AVE SE RENTON, WA 98058 PREPARED BY PCS STRUCTURAL SOLUTIONS MARCH 2, 2023 21-250 Seattle Sheet of Project: Subject: Originating Office: Job No: Name: Date: 811 First Avenue,Suite 620 ·Seattle,WA 98104 ·tel:206.292.5076 www.pcs-structural.com1250 Pacific Avenue,Suite 701 ·Tacoma,WA 98402 ·tel:253.383.2797SeattleTacoma Seattle Sheet of Tacoma Project: Subject: Originating Office: Job No: Name: Date: 1;IWXIVR Avenue, Suite  · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797 Seattle Tacoma Project: Job No: Subject: Sheet Name: Originating Office: Seattle Date: 101 SW Main Street, Suite 280 · Portland, OR 97204 ·tel: 503.232.3746Portland Tacoma Portland Lindbergh High School 21-250 LightPole FDA Design V CA5 X 2 March 2023 Design Scope calculations are for the design of the lightpole foundation only shown in Figure 1. Fee 5 Seattle Sheet of Project: Subject: Originating Office: Job No: Name: Date: 811 First Avenue,Suite 620 ·Seattle,WA 98104 ·tel:206.292.5076 www.pcs-structural.com1250 Pacific Avenue,Suite 701 ·Tacoma,WA 98402 ·tel:253.383.2797SeattleTacoma Seattle Sheet of Tacoma Project: Subject: Originating Office: Job No: Name: Date: 1;IWXIVR Avenue, Suite  · Seattle, WA 98104 · tel: 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 · Tacoma, WA 98402 · tel: 253.383.2797 Seattle Tacoma Project: Job No: Subject: Sheet Name: Originating Office: Seattle Date: 101 SW Main Street, Suite 280 · Portland, OR 97204 ·tel: 503.232.3746Portland Tacoma Portland Lindbergh High School 21-250 LightPole FDA Design 2)CA5 X 2 March 2023 9001bf Design Loads ↓10 --X Maximum Pole Weight:1,000 if >18btMaximumPoleHeight:40 35pH yoMaximumStreetlampWeight:100lbf 7 Maximum Streetlamp arm length:10 7 Wind Load:42 psf (LRFD)-1 Distributed LRFD Load:42pst (10)=35p1f FBD Geotechnical Design Parameters Allowable Bearing Pressure:1500pst Allowable Lateral Passive Pressure:150psf(ft Maximum Lateral Pressure Limit:3,500psf Design of Dole Foundation -See ENERCALC?Excel PDF 5 1 Chris Jeseritz From:Alex Legé Sent:Wednesday, February 22, 2023 4:30 PM To:Bruce Guenzler; Steve Zang Cc:Kurt Merriman; Chris Jeseritz Subject:RE: LHS street lighting Thanks Bruce! Appreciate the help. Alex From: Bruce Guenzler <bguenzler@aesgeo.com> Sent: Wednesday, February 22, 2023 4:19 PM To: Steve Zang <szang@bassettiarch.com>; Alex Legé <ALege@pcs-structural.com> Cc: Kurt Merriman <kmerriman@aesgeo.com> Subject: RE: LHS street lighting [EXTERNAL EMAIL] Hi Steve and Alex – I did the work related to frontage improvements, here are AESI’s recommendations: The geotechnical report assumed we would use WSDOT luminaire standard details, which we now know based on review comments is not correct. The City actually uses their own detail, a copy of which is attached. The bottom line is that the approved design procedure requires structural engineering design of light poles, the only geotechnical input is a lateral bearing pressure. The geotechnical report gives lateral bearing pressures for each boring location in the table below. PCS needs to update their footing design calculations for the larger poles but they can use the same lateral bearing pressure we gave them before, picking the appropriate bearing pressure for each location off the table. I think that gives you and Alex what you need, if there is anything else I can do to help please call. Bruce Guenzler L.E.G. | Principal Engineering Geologist Geotechnical Design Parameters 3/5 Pole Footing Embedded in Soil LIC# : KW-06014122, Build:20.23.2.14 PCS STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2022 DESCRIPTION:Street Light Poles Project File: Light Pole FND.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Circular 30.0 150.0 3,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60WGoverning Load Combination : Lateral Load 0.940 Moment 17.80 k-ft Minimum Required Depth 8.0 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 397.406 psf Allowable 397.848 psf Controlling Values ft^2Footing Base Area 4.909 Maximum Soil Pressure 0.2098 ksf k k k 1.0 k k Applied Loads k 0.050 Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 0.10 10.0 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.0350 40.0 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 147.30.100 1.000D Only 3.00 1.000148.4 397.40.940 17.800+D+0.60W 8.00 1.000397.8 360.80.730 13.600+D+0.450W 7.25 1.000361.0 393.00.900 17.400+0.60D+0.60W 8.00 1.000393.9 123.20.060 0.600+0.60D 2.50 1.000123.4 ENERCALC Design 4/5 Pole Embedment Design Program POLE EMBEDMENT DESIGN Adversely affected by a 1/2 inch Allowable Lateral Pressure =150 psf / ft motion at the ground surface Allowable Foundation Pressure =1500 psf Y [Y or N] Maximum Lateral Pressure =2250 psf Pole Shape = C Circular [C] or Square [S] Diameter = 30.00 in Lateral Restraint N [Y or N] Lateral Force = 900 pounds Vertical Load = 1000 pounds Height to Load = 20.00 ft Moment at Base = 18000 ft-pounds Allowable Lateral Trial Depth= 7.95 ft Pressure =398 psf Depth Required= 7.94 ft Embedment Depth Required =7.95 ft Foundation Pressure =204 psf <= 1500 psf (OK) This spreadsheet is provided for illustrative teaching purposes only and is not intended for use on any specific project. Anyone using the information contained on this spreadsheet does so at his/her own risk and assumes all resulting liability arising therefrom. © John W. Andrew, PE 1 Okay, less than 3500 psf Inputs in yellow Excel Calculations used to check ENERCALC design Maximum design moment taken from ENERCALC (17,800 lbf-ft) and divided by 20' 5/5