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BWFE2022-0413 Structural Calcs (2)Gouvisengineering over 60 years of design excellence consulting group inc. STRUCTURAL CALCULATIONS (A Custom Home) 50695 Calle Guaymas Site retaining wall 50695 Calle Guaymas, APN 770-094-005, La Quinta, County of Riverside, CA Gouvis Job No.: 65758 I 1 / 10/2022 Developer: Steve Kealer Architect Bassenian Lagoni Architects Restrictive Notice: These designs, calculations, and specifications are the exclusive property of Gouvis Engineering Consulting Group. They are the subject of copyright and other legal protection. They may be used only by their intended recipient and only for the project depicted herein. No part of these calculations are to be copied, transferred, or reproduced, nor can they be used, in whole or in part, by any other person or for any other project or structure, without the prior express written consent of Gouvis Engineering Consulting Group. © 2020 Gouvis Engineering Consulting Group Inc. - All Rights Reserved 949.752.1612 15 Studebaker Irvine, CA 92618 Mike Houshmand, P.E. C42283 Exp. Date 3/31 /2024 The attached calculations are valid only when bearing original or electronic signature of Mike Houshmand, Hereon. www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam uvisangineerist consulting group, inc. SHEET: JOB NO.: &5/1Sg 11 DATE: no At itS PEc. DJ5' eno *se 129% (3)04~ Lair Big Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: 65758.ec6 LIC# : KW-06015523, Build:20.22.4.16 Code Reference: GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height 3.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stern Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft 110.00 pcf 110.00 pcf 0.400 12.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem = (Strength Level) 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs = 0.00 ft = 0.00 in = 0.00ft Spread Footing 0.0 ft = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.4.16 Design Summary Wall Stability Ratios Overturning Sliding Global Stability 5.68 OK 1.82 OK 3.06 Total Bearing Load = 1,275 lbs ...resultant ecc. = 1.57 in Eccentricity within middle third Soil Pressure @ Toe = 536 psf OK Soil Pressure @ Heel = 314 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 751 psf ACI Factored @ Heel = 439 psf Footing Shear @ Toe 0.0 psi OK Footing Shear @ Heel 0.2 psi OK Allowable 82.2 psi Sliding Calcs Lateral Sliding Force = less 100% Passive Force - less 100% Friction Force z Added Force Req'd = ....for 1.5 Stability = 280.0 lbs 0.0 Ibs 510.0 Ibs 0.0 Ibs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing GOUVIS ENGINEERING Stem Construction Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 2nd Bottom Project File: 65758.ec6 (c) ENERCALC INC 1983-2022 Stem OK ft = 3.00 = Masonry ASD 6.00 # 4 = 16.00 = Center Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 Center SD SD Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Ibs = Ibs = ft-# = ft-# = ft-# = psi = psi = psi = in2 = psf = in = 0.000 0.259 157.5 157.5 727.4 606.2 2.3 77.5 67.50 0.0 2.75 43.6 67.50 0.0 2.75 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 24,600 20,600 psi = Yes Yes = 21.48 21.48 in = 5.63 5.63 = ASD psi = psi = Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: 65758.ec6 LIC# : KW-06015523, BuiId:20.22.4.16 Footing Data GOUVIS ENGINEERING Footing Design Results Toe Width = 0.00 ft Heel Width = 3.00 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Factored Pressure = Mu': Upward = Mu' : Downward = Mu: Design = phiMn = Actual 1-Way Shear = Allow 1-Way Shear = Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = Toe 751 0 0 0 OK 11,695 0.00 0.00 Heel 439 psf 1,643 ft-# 1,980 ft-# 337 ft-# OK 13,090 ft-# 0.15 psi 82.16 psi 0.00 ft-Ibs 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# HL Act Pres (ab water tbl) 280.0 1.33 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 373.3 = 280.0 O.T.M. = Resisting/Overturning Ratio = 5.68 Vertical Loads used for Soil Pressure = 1,275.0 Ibs 373.3 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. (c) ENERCALC INC 1983-2022 0.78 in2 0.26 in2 tit If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in RESISTING Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions Footing Weight Key Weight Vert. Component 825.0 450.0 1.75 1.75 1.50 1,443.8 1,443.8 675.0 Total = 1,275.0 Ibs R.M. 2,118.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Pro ect Title: Engineer: Pro ect ID: Pro ect Descr: Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.4.16 Tilt Project file:. 65758. a c6 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.045 in The above calculatton is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC#: KW-06015523, Build:20.22.4.16 Project File: 65758.ec6 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing Calculated Rebar Stress, fs = 0.00 psi Lap Splice length for #4 bar specified in this stern design segment = 20.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 5196.63 psi Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = 20.00 in 12.00 in 6.00 in 0.1500 in2/ft 0.0384 in2/ft