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HomeMy WebLinkAboutCT 2021-0002; GARFIELD BEACH HOMES; STRUCTURAL CALCULATIONS; 2023-02-23STRUCTURAL CALCULATIONS (An 8 Unit Condominium Complex) Anaheim and Meyer Costa Mesa, County of Orange, CA Gouvis Job No.: 65775 Developer: Olympia Capital Corporation 949.752.1612 15 Studebaker Irvine, CA 92618 www.gouvisgroup.com Palm Springs, CA Pleasanton, CA Ho Chi Minh City, Vietnam electronic signature of Dissakorn Eosakul, Hereon. Dissakorn Eosakul, Director S5226 Exp. Date 6/30/2023 The attached calculations are valid only when bearing original or 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, 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 (A 12 Unit Residential Development) Rincon Garfield Carlsbad, San Diego, CA 65806 Rincon Homes, Inc. Page 1 of 133 02/23/2023 Site Retaining Wall G Go uv1sengineering over 60 years of design excellence consulting group inc. G Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.50 0.25 2.00 6.00 2,000.0 55.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.34 Global Stability =1.68 OK Sliding =1.50 OK Total Bearing Load =3,574 lbs...resultant ecc.=3.28 in Eccentricity within middle thirdSoil Pressure @ Toe =658 psf OK Soil Pressure @ Heel =401 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =922 psfACI Factored @ Heel =561 psf Footing Shear @ Toe =17.1 psi OK Footing Shear @ Heel =9.7 psi OK Allowable =88.7 psi Sliding Calcs Lateral Sliding Force =1,769.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,251.0 1,406.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.631 Total Force @ Section =831.9lbs Moment....Actual =1,525.1ft-# Moment.....Allowable =2,416.4 =9.1psi Shear.....Allowable =50.3psi Wall Weight =0.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.04 3.71 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 3.04 ft Footing Thickness =in 6.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =# 4 @ 9.00 in = = = == 922 4,013 1,263 2,750 17.0788.74 Heel: 561 2,846 5,320 2,474 9.7188.74 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.75 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 12,82211,472=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 254.4 5.74 1,459.4 =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 167.3 1.52 254.4= = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 1,012.5 3.38 3,417.2 Key Weight = 300.0 3.54 1,062.5 Added Lateral Load lbs =4,730.1 Vert. Component Total = 3,574.4 15,816.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,769.2 O.T.M. = Resisting/Overturning Ratio =3.34 Vertical Loads used for Soil Pressure =3,574.4 lbs 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,840.2 5.23 5.23 9,622.8 9,622.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,769.2 2.67 4,730.1 Hydrostatic Force Tilt 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)0.016 in The above calculation 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. Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 12057.54 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =15.07 in Hooked embedment length into footing for #5 bar specified in this stem design segment =8.87 in As Provided =0.4650 in2/ft As Required =0.1728 in2/ft Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 8" w/#5@8" Solid Grout 6"_,_ _________ _ #4@8in @Toe #4@9in @ Center On Key #4@8" @Heel • 3'-1" 3'-1" 1'-0" 6'-9" 7'-0" Clear Cover : G.5" 2'-9" 3'-9" 2" ___j_ 1 '-0" 3" 2'-0" 5'-6" 5'-9" Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Pp-140625#~ -"' 0.. ,-... "! (0 l/) <D -"' 0.. N (0 6 0 'SI" 1769# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.50 0.25 2.00 6.00 2,666.0 55.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Multiplier Used =0.600 (Multiplier used on soil density) Uniform Seismic Force =4.663 Total Seismic Force =36.232 Method : Uniform Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.57 Global Stability =1.59 OK Sliding =1.46 Ratio < 1.5! Total Bearing Load =3,018 lbs...resultant ecc.=6.95 in Eccentricity within middle thirdSoil Pressure @ Toe =842 psf OK Soil Pressure @ Heel =208 psf OK Allowable =2,666 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,179 psfACI Factored @ Heel =291 psf Footing Shear @ Toe =17.8 psi OK Footing Shear @ Heel =11.2 psi OK Allowable =88.7 psi Sliding Calcs Lateral Sliding Force =1,686.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,056.2 1,406.3 == 66.5 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.660 Total Force @ Section =857.5lbs Moment....Actual =1,595.6ft-# Moment.....Allowable =2,416.4 =9.4psi Shear.....Allowable =50.3psi Wall Weight =0.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFs=psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.54 3.21 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.54 ft Footing Thickness =in 5.75= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =# 4 @ 9.00 in = = = == 1,179 3,385 899 2,486 17.8088.74 Heel: 291 1,362 3,707 2,345 11.2188.74 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.49 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 12,82211,472=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 177.7 4.90 871.0 =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =25.4 = = 139.8 1.27 177.7= = =Seismic Earth Load = 3.89 98.5 Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 862.5 2.88 2,479.7 Key Weight = 300.0 3.04 912.5 Added Lateral Load lbs =4,400.0 Vert. Component Total = 3,017.7 11,328.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,686.0 O.T.M. = Resisting/Overturning Ratio =2.57 Vertical Loads used for Soil Pressure =3,017.7 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,537.7 4.48 4.48 6,887.7 6,887.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,660.6 2.59 4,301.4 Hydrostatic Force Tilt 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)0.023 in The above calculation 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. Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 12615.08 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =15.77 in Hooked embedment length into footing for #5 bar specified in this stem design segment =8.87 in As Provided =0.4650 in2/ft As Required =0.1811 in2/ft Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 8" w/#5@8" Solid Grout 6"_l_ __________ ----""' #4@8in @Toe #4@9in @ Center On Key #4@8" @Heel • 2'-7" 1'-0" 2'-7" 5'-9" 2 6'-9" Clear Cove : 3.5" 2" • _1_1'-0" 3" 2'-0" 2'-3" 3'-3" 5'-6" 5'-9" Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:5.5 ft Site Retaining Wall C-06 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-■ 't; ■ -If) a. a, (X) ~ a. (") l'-r--: 0 N 1661# 25# Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 5.25 0.00 6.00 2,000.0 80.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =50.0 #/ft 0.0 50.0 0.036.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf12.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =11.00 ft Eccentricity =0.00 in...Height to Bottom =10.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Live Load (L)= I. I Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.53 Global Stability =0.90 OK Sliding =1.52 OK Total Bearing Load =4,865 lbs...resultant ecc.=7.66 in Eccentricity within middle thirdSoil Pressure @ Toe =1,075 psf OK Soil Pressure @ Heel =315 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,505 psfACI Factored @ Heel =441 psf Footing Shear @ Toe =11.4 psi OK Footing Shear @ Heel =6.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,047.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,702.8 1,406.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =7.75ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =10.00 Rebar Size =#7 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.934 Total Force @ Section =25.2 1,527.8lbs Moment....Actual =44.1 3,581.0ft-# Moment.....Allowable =4,347.5ft-# =13.2psi Shear.....Allowable =51.9 Wall Weight =0.0psf Rebar Depth 'd'=in 4.81 Masonry Data f'm =2,000psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=115.50in2 Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.00 6.00 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 1.00 ft Footing Thickness =in 7.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =# 4 @ 9.00 in = = = == 1,505 727 174 553 11.3982.16 Heel: 441 9,378 14,020 4,642 6.2782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 9.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.81 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 11,38811,415=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =50.0 4.42 220.8 =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 37.8 9.63 363.8 = = 55.0 0.50 27.5= = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 1,050.0 3.50 3,675.0 Key Weight = 300.0 1.50 450.0 Added Lateral Load lbs =5,512.2 Vert. Component Total = 4,865.0 50.0 11.50 575.0 19,434.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,047.8 O.T.M. = Resisting/Overturning Ratio =3.53 Vertical Loads used for Soil Pressure =4,865.0 lbs 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 3,410.0 4.42 4.42 15,060.8 15,060.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,960.0 2.33 4,573.3 Hydrostatic Force Tilt 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)0.048 in The above calculation 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. Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11909.18 psi Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) =35.00 in Development length for #7 bar specified in this stem design segment =20.84 in Hooked embedment length into footing for #7 bar specified in this stem design segment =8.95 in As Provided =0.9000 in2/ft As Required =0.5093 in2/ft Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Fence 10" w/ #7@ 8" Solid Grout 6"~----------- #4@8in @Toe #4@9in @ Center On Key #4@9" @Heel ._.___. 1 '-0" 1 '-0" 1'-0" 3'-6" Clear Cover : 4.375" 7'-9" T 2" • ----1..1'-0" _________ __J 5'-0" 6'-0" 7'-0" 3" 2'-0" 5'-3" 11 '-3" 6'-0" Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/O Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: DL=50 ,LL=0# , Ecc=-36" 50.00psf (Service-Level)■ 12.00psf (Strength-Level) '1n a. <D "" LO r---0 '1n a. '<I" ....., '<I" ;;; 2048# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 5.25 0.00 6.00 2,000.0 80.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =50.0 #/ft 0.0 50.0 0.036.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf12.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =11.00 ft Eccentricity =0.00 in...Height to Bottom =10.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Live Load (L)= Earth Pressure Seismic Load Multiplier Used =0.600 (Multiplier used on soil density) Uniform Seismic Force =4.200 Total Seismic Force =29.400 Method : Uniform I. I Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.48 Global Stability =0.90 OK Sliding =1.50 OK Total Bearing Load =4,865 lbs...resultant ecc.=7.84 in Eccentricity within middle thirdSoil Pressure @ Toe =1,084 psf OK Soil Pressure @ Heel =306 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,518 psfACI Factored @ Heel =428 psf Footing Shear @ Toe =11.5 psi OK Footing Shear @ Heel =6.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,068.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,702.8 1,406.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =7.75ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =10.00 Rebar Size =#7 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.951 Total Force @ Section =25.2 1,553.0lbs Moment....Actual =44.1 3,656.6ft-# Moment.....Allowable =4,347.5ft-# =13.4psi Shear.....Allowable =51.9 Wall Weight =0.0psf Rebar Depth 'd'=in 4.81 Masonry Data f'm =2,000psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=115.50in2 Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.00 6.00 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 1.00 ft Footing Thickness =in 7.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in =# 4 @ 9.00 in = = = == 1,518 733 174 559 11.4982.16 Heel: 428 9,294 14,020 4,726 6.4282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 9.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.81 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 11,38811,415=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =50.0 4.42 220.8 =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 37.8 9.63 363.8 20.6 = = 55.0 0.50 27.5= = =Seismic Earth Load = 3.50 72.0 Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 1,050.0 3.50 3,675.0 Key Weight = 300.0 1.50 450.0 Added Lateral Load lbs =5,584.2 Vert. Component Total = 4,865.0 50.0 11.50 575.0 19,434.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,068.4 O.T.M. = Resisting/Overturning Ratio =3.48 Vertical Loads used for Soil Pressure =4,865.0 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 3,410.0 4.42 4.42 15,060.8 15,060.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,960.0 2.33 4,573.3 Hydrostatic Force Tilt 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)0.048 in The above calculation 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. Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 12160.59 psi Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) =35.00 in Development length for #7 bar specified in this stem design segment =21.28 in Hooked embedment length into footing for #7 bar specified in this stem design segment =8.95 in As Provided =0.9000 in2/ft As Required =0.5203 in2/ft Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Fence 10" w/ #7@ 8" Solid Grout 6"~----------- #4@8in @Toe #4@9in @ Center On Key #4@9" @Heel ._.___. 1 '-0" 1 '-0" 1'-0" 3'-6" Clear Cover : 4.375" 7'-9" T 2" • ----1..1'-0" _________ __J 5'-0" 6'-0" 7'-0" 3" 2'-0" 5'-3" 11 '-3" 6'-0" Cantilevered Retaining Wall LIC# : KW-06015523, Build:20.22.12.28 GOUVIS ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Site Retaining Wall C-03 W/ Seismic Project File: Site Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: DL=50 ,LL=0#, Ecc=-36" 50.00psf (Service-Level)■ 12.00psf (Strength-Level) Pp• 140625# LJ ~-1;; ■ 1n Cl. 00 0 ~ 0 Cl. N ~ LO 0 C') 2048# 21# Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure