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HomeMy WebLinkAboutCT 15-07; STRUCTURAL CALCULATIONS; 2021-11-01Sergin Engineering Inc. STRUCTURAL CALCULATIONS FOR OCEAN VIEW POINT-SITE WALLS DATE: November 1, 2021 rA '1 61398 ( DIP. 06-3a DESIGN PARAMETERS: Design Code: CBC 2019 Seismic Criteria: Des. Cat. D, Type II Wind Design Criteria: 97 MPH Exp. C Soils Report: GEl, Inc. Max. Soil Pressure: 2,500 PSF NOV 052021 LAND DEVELOPMENT ENGINEERING * Li Lrl=m--.- Project Title: Engineer: Project ID: Project Descr: I Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 2 ft Lotline Walls Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height 2.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 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 Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingjlSoil Friction = 0.350 Soil height to ignore for passive pressure = 10.00 in Lateral Load Applied to Stem Lateral Load = 0.0#/ft Height to Top 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 19.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall - 0 ft 0.- Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 - - - -- - SERGIN ENGINEERING, INC. - (c) ENERCALC INC 1983-2021 DESCRIPTION: 2 ft Lotline Walls Design Summa Wall Stability Ratios Overturning = 1.55 OK Sliding = 1.88 OK Global Stability = 3.78 Total Bearing Load = 819 lbs resultant ecc. = 6.97 in Soil Pressure @ Toe = 1,191 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,668 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.1 5l: OK Allowable = 75.0 psi: Stem Construction Design Height Above FtQ ft = Wall Material Above Ht = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment. ...Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = Shear.....Actual Service Level psi = 2nd Bottom Stem OK 2.00 0.00 Fence Masonry ASD 8.00 #5 16.00 Edge 0.176 68.4 138.4 205.2 388.7 2,204.9 1.5 Sliding Calcs trengtnLevel psi = Lateral Sliding Force = 225.9 lbs Shear.....Allowable less 100% Passive Force - 233.3 lbs Anet (Masonry) in2 = less 67 % Friction Force - 192.0 lbs Rebar Depth d in= Added Force Reqd = 0.0 lbs OK Masonry Data for 1.5 Stability = 0.0 lbs OK I'm psi Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio n Wall Weight psf= Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = ASD Concrete Data ft psi= Fy psi= Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 51.3 91.50 5.25 2,000 24,000 Yes 16.11 78.0 1.000 7.60 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERCALC INC 1983-2021 DESCRIPTION: 2 ft Lotline Walls Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,668 0 psf Total Footing Width = 2.00 Mu: Upward = 0 46 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 642 ft-# Mu: Design = 0 596 ft-# Key Width = 0.00 in phiMin = 14,665 16457ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4.13 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 0.00 75.00 psi f'c = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 9.39 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 9.38 in Mm. As % = 0.0018 Key Reinforcing = #4 © 4.36 in Cover © Top 2.00 © Btm.= 3.00 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 0.26 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5© 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 157.5 1.00 157.5 Soil Over HL (ab. watertbl) 293.3 1.33 391.1 HL Act Pres (be water tbl) Soil Over HL (bel. watertbl) 1.33 391.1 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load * Axial Live Load on Stem = Load @ Stem Above Soil = 68.4 6.00 410.4 Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 156.0 0.33 52.0 Earth @ Stem Transitions= Total = 225.9 O.T.M. = 567.9 Footing Weighi = 300.0 1.00 300.0 Key Weight = 2.00 Resisting/Overturning Ratio = 1.55 Vert. Component = 69.5 2.00 139.0 Vertical Loads used for Soil Pressure = 818.9 lbs Total = 818.9 lbs R.M. 882.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Title: Engineer: Project ID: Project Descr: Scrgi n Engineering Inc. Cantilevered Retaihing Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 2 ft Lotline Walls Tilt Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.132 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Sergin Engineering Inc. F Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 2 ft Lotline Walls Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 4230.62 Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = 25.00 in 12.00 in 6.00 in 0.2325 in2/ft 0.0411 in2/ft Adjacent Footing Load 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 0.00 ft Spread Footing 0.0 ft 0.300 Project Title: Engineer: Project ID: S Project Descr: Sergi n Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERCALC INC 1983-2021 DESCRIPTION: 4 ft LOTLINE WALLS Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Wall height above soil = 6.00 ft Slope Behind WaE = 0.00 Height of Soil over Toe = 6.00 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 Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 10.00 in Lateral Load Applied to Stem Lateral Load = 0.0#Ift Height to Top = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 19.0 psf (Strength Level) Project Title: Engineer: Project ID: Project Descr: - Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERCALC INC 1983-2021 DESCRIPTION: 4 ft LOTLINE WALLS Desian Summa Stem Construction 2nd Bottom Wall Stability Ratios Overturning = 2.69 OK Sliding = 1.94 OK Global Stability = 3.11 Total Bearing Load = 2,076 lbs resultant ecc. = 4.25 in Soil Pressure © Toe = 1,072 psf OK Soil Pressure @ Heel = 183 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,501 psf ACI Factored @ Heel = 257 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 505.9 lbs less 100% Passive Force - 495.8 lbs less 67 % Friction Force a - 486.9 lbs Added Force Reqd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 Design Height Above Ftc ft = Wall Material Above 'Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment. Actual Service Level ft-# = Strength Level ft-# Moment.....Allowable ft-# = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable = Anet (Masonry) in2 = Rebar Depth 'd' in= Mason ru fl=f= fm psi= Fs psi= Solid Grouting = Modular Ratio'n'= Wall Weight psf= Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = ASD Concrete Data ft psi Fy psi Stem OK 4.25 0.00 Fence Masonry ASD 8.00 #5 16.00 Edge 0.386 65.6 348.4 188.5 852.1 2,204.9 3.8 52.4 91.50 5.25 2,000 24,000 Yes 16.11 78.0 1.000 7.60 Project Title: Engineer: Project ID: I'LL F:-Jt~ Project Descr: Srgn Egineriog Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 4 ft LOTLINE WALLS Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 1,501 257 psf Total Footing Width = 3.00 Mu': Upward = 0 1,577 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 2,924 ft-# Mu: Design = 0 1,347 ft-# Key Width = 12.00 in phiMin = 14,665 16,457ft-# Key Depth = 6.00 in Actual 1-Way Shear = 0.00 2.04 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 0.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 9.39 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 9.38 in Mm. As % = 0.0018 Key Reinforcing = #4 @4.36 in Cover @ Top 2.00 @ Btm.= 3.00 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot 0.26 1n2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 437.5 1.67 729.2 Soil Over HL (ab. water tbl) 1,026.7 1.83 1,882.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.83 1,882.2 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 68.4 8.00 547.2 Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 331.5 0.33 110.5 Earth @ Stem Transitions= Total = 505.9 O.T.M. = 1,276.4 Footing Weight = 450.0 1.50 675.0 Key Weight = 75.0 2.50 187.5 Resisting/Overturning Ratio = 2.69 Vert. Component = 193.1 3.00 579.4 Vertical Loads used for Soil Pressure = 2,076.3 lbs Total = 2,076.3 lbs R.M.= 3,434.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Title: I Engineer: Project ID: I Project Descr: Sergi n Engineering Inc. F Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 - SERGIN ENGINEERING, INC. -. ------------------ - - (C) ENERCALC INC 1983-2021 DESCRIPTION: 4 ft LOTIJNE WALLS Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.099 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. Project Title: Engineer: Project ID: /* Project Descr: Scrg in Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 - - SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 6ft max Level with surcharge Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 5.95 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 300.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingiSoil Friction = 0.350 Soil height to ignore for passive pressure = 10.00 in Lateral Load Applied to Stem Lateral Load = 0.0#/ft Height to To = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil - at Back of Wall 0.- 0 ft Poisson's Ratio = 0.300 Wall Stability Ratios Overturning = 1.55 OK Sliding = 1.55 OK Global Stability = 1.81 Total Bearing Load = 2,568 lbs resultant ecc. = 8.11 in Soil Pressure @ Toe = 1,362 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,907 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.5 psi OK Footing Shear @ Heel = 15.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,508.7 lbs less 100% Passive Force - 1,733.3 lbs less 67 % Friction Force a - 602.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 Project Title: Engineer: Project ID: Project Descr: LntiIevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build: 20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 6ft max Level with surcharge Design Summary Q+nr., 1'nne4ri . Bottom Ratio > 1.0 Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fbIFB + fa/Fa = 1.323 Total Force @ Section Service Level lbs = 1,187.5 Strength Level lbs = Moment .... Actual Service Level ft4 = 2,918.4 Strength Level ft-# = Moment.....Allowable = 2,204.9 Shear.....Actual Service Level psi = 13.0 Strength Level psi = Shear ..... Allowable psi= 51.8 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' in= 5.25 Masonry Data. fm psi = 2,000 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psf = 78.0 Short Term Factor = 1.000 Equiv. Solid Thick, in= 7.60 Masonry Block Type = Masonry Design Method = ASD Concrete Data f'c psi Fy psi SD SD Project Title: Engineer: - Project ID: Project Descr: Srgin Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193,Build:20.21.10.4 SERGIN ENGINEERING, INC. (c)ENERCALC INC 1983-2021 DESCRIPTION: 6ft max Level with surcharge Footing Data Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,907 0 psf Total Footing Width = 3.50 Mu': Upward = 3,025 17 ft-# Footing Thickness = 12.00 in Mu': Downward = 574 1,200 ft-# Mu: Design = 2,451 1,183 ft-# Key Width = Key Depth = 12.00 in 24.00 in phiMin = 14,665 16,457ft-# Key Distance from Toe = 2.00 ft Actual 1-Way Shear = 20.54 15.00 psi Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 9.39 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 9.38 in Mm. As % = 0.0018 Key Reinforcing = #4 @4.36 in Cover @ Top 2.00 @ Btm.= 3.00 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 845.3 2.32 1,958.3 Soil Over HL (ab. water tbl) 545.4 3.08 1,681.7 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.08 1,681.7 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 663.4 3.48 2,305.3 Surcharge Over Heel = 250.0 3.08 770.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Loa:I = Axial Dead Load on Stem= Added Lateral Load = * Axial Live Load on Stem = Load @Stem Above Soil = Soil Over Toe = 110.0 1.00 110.0 = Surcharge Over Toe = Stem Weight(s) = 464.1 2.33 1,082.9 Earth @ Stem Transitions= Total = 1,508.7 O.T.M. 4,263.6 Footing Weight = 525.0 1.75 918.8 Key Weight = 300.0 2.50 750.0 Resisting/Overturning Ratio = 1.55 Vert. Component = 373.1 3.50 1,305.9 Vertical Loads used for Soil Pressure = 2,567.6 lbs Total = 2,567.6 lbs R.M.= 6,620.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Project Title: Engineer: - Project ID: Project Descr: Scrg Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build: 20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 6ft max Level with surcharge Tilt Horizontal Deflection at Tot) of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.064 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: L Project Descr: Sergin Engineering Inc. 11 Cantilevered Retaining Wall Project File: ocean view point.ec6 .iC#: KW-06013193, Build: 20.21.10.4 DESCRIPTION: 6ft max Level with surcharge Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 21.77 Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = 25.00 in 12.00 in 10.50 in 0.2325 in2/ft 0.3089 in2/ft Project Title: Engineer: Project ID: Project Descr: Scrgin Eginring Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 4 ft LOTLINE WALLS Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 9275.39 Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = 25.00 in 12.00 in 6.00 in 0.2325 in2/ft 0.0902 1n2/ft Project File: ocean view point.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: ILL Project Descr: Sergin Engineering Inc. Cantilevered Retaining Wall LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. DESCRIPTION: 13 ft with planter in front Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 13.67 ft Allow Soil Bearing = 2,500.0 psf a eig ove SOI - . Wall height above - 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 48.0 psf/ft = Slope Behind Wall 0.00 Height of Soil over Toe = 60.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcI Soil Density, Toe = 110.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads - Lateral Load Applied to Stem Lateral Load = 0.0#Ift Height to Top 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) I I 1 I I I I I I I I I I I I I 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 Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 LIc#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERcALc INC 1983-2021 DESCRIPTION: 13 ft with planter in front Design Summa Stem Construction 2nd Bottom Wall Stability Ratios Overturning = 1.86 OK Sliding = 1.87 OK Global Stability = 1.09 Total Bearing Load = 10,323 lbs ... resultant ecc. = 10.36 in Soil Pressure @ Toe = 1,886 psf OK Soil Pressure @ Heel = 346 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,641 psf ACl Factored @ Heel = 484 psf Footing Shear @ Toe = 21.5 psi OK Footing Shear @ Heel = 25.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 5,544.4 lbs less 100% Passive Force - 6,244.5 lbs less 100% Friction Force a - 4,129.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 Stem OK Ratio >1.0 Design Height Above FtS ft= 6.00 0.00 Wall Material Above "Ht' = Masonry Masonry Design Method = ASD ASD Thickness = 8.00 16.00 Rebar Size = # 5 # 7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.870 1.185 Total Force @ Section Service Level lbs = 1,411.9 4,484.9 Strength Level lbs = Moment... .Actual Service Level ft-#= 3,609.7 20,436.0 Strength Level ft-# = Moment.....Allowable ft-#= 4,144.4 17,237.3 Shear.....Actual Service Level psi= 15.4 23.9 Strength Level psi = Shear.....Allowable psi= 52.3 53.6 Anet (Masonry) in2 = 91.50 187.50 Rebar Depth 'd in= 5.25 13.00 Masonry Data I'm psi = 2,000 2,000 Fs psi= 24,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 16.11 16.11 Wall Weight psf = 78.0 164.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 15.60 Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= Fy psi SD SD Footing Data Toe Width = 5.00 ft Heel Width = 2.50 Total Footing Width = 7.50 Footing Thickness = 18.35 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. - (c) ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front Footing Design Results IQft Heel Factored Pressure = 2,641 484 psI Mu': Upward = 27,018 405 ft-# Mu': Downward = 13,249 5,871 ft-# Mu: Design = 13,769 5,465 ft-# phiMin = 25,992 27,789 ft-# Actual 1-Way Shear = 21.51 25.19 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 9.39 in Heel Reinforcing = # 5 @ 9.38 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs 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@ 6.06 in #5@ 9.39 in #6@ 13.32 in Summary of Overturning & Resisting Forces & Moments OVERTURNING..... Force Distance Moment Item lbs ft ft-# 2.97 in2 0.40 in2 ,ft If two layers of horizontal bars: #4@ 12.11 in #5@ 18.77 in #6@ 26.64 in RESISTING..... Force Distance Moment lbs ft ft-# HL Act Pres (ab water tbl) 5,544.4 5.07 28,089.8 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 = 5,544.4 O.T.M. = 28,089.8 Resisting/Overturning Ratio = 1.86 Vertical Loads used for Soil Pressure = 10322.8 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 1,754.3 6.92 12,134.0 Soil Over HL (be[. water tbl) 6.92 12,134.0 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 = 2750.0 2.50 6,875.0 Surcharge Over Toe = Stem Weight(s) = 1,582.3 5.54 8,766.7 Earth @ Stem Transitions= 562.5 6.00 3,374.8 Footing Weight = 1,720.3 3.75 6,451.2 Key Weight = Vert. Component = 1,953.5 7.50 14,651.0 Total = 10,322.8 lbs R.M. 52,252.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Title: Engineer: Project ID: Project Descr: Srgin Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#:KW-06013193Build:20.21.1O.4 SERGIN ENGINEERING INC. (c)ENERCALC INC 19B3-2021 DESCRIPTION: 13 ft with planter in front 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 Defi @ Top of Wall (approximate only) 0.096 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. I Project Title: I Engineer: - Project ID: Project Descr: Srgin Egeerng Inc. LCantilevered; Retaining Wall Project File: ocean view point.ec6 LIc#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front 13A WITH HOUSE FOOTINGS Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 13.67 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 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 Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 48.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall toFtgCLDist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Project Title: I Engineer: Project ID: Project Descr: erg! n Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 13 ft with planter in front 13A WITH HOUSE FOOTINGS Stem Construction 2nd Bottom Design Summary Wall Stability Ratios Overturning = 1.78 OK Sliding = 1.68 OK Global Stability = 0.77 Total Bearing Load = 8,723 lbs resultant ecc. = 6.07 in Soil Pressure @ Toe = 1,268 psf OK Soil Pressure @ Heel = 538 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,775 psf ACI Factored @ Heel = 753 psf Footing Shear @ Toe = 27.6 psi OK Footing Shear@ Heel = 24.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 5,544.4 lbs less 100% Passive Force - 6,244.5 lbs less 100% Friction Force a - 3,053.0 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 Stem OK Ratio >1.O Design Height Above Ftg ft= 6.00 0.00 Wall Material Above Ht' = Masonry Masonry Design Method = ASD ASD Thickness = 8.00 16.00 Rebar Size = # 5 # 7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.870 1.185 Total Force @ Section Service Level lbs= 1,411.9 4,484.9 Strength Level lbs = Moment... .Actual Service Level ft-#= 3,609.7 20,436.0 Strength Level ft-# = Moment.....Allowable ft-#= 4,144.4 17,237.3 Shear.....Actual Service Level psi = 15.4 23.9 Strength Level psi = Shear.....Allowable psi = 52.3 53.6 Anet (Masonry) in2= 91.50 187.50 Rebar Depth d' in 5.25 13.00 Masonry Data fm psi = 2,000 2,000 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 16.11 16.11 Wall Weight psf = 78.0 164.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 15.60 Masonry Block Type = Masonry Design Method = ASD Concrete Data ft psi= Fy psi SD SD Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front 13A WITH HOUSE FOOTINGS Footing Data Footing Design Results Toe Width = 5.00 ft Toe Jii Heel Width = 2.50 Factored Pressure = 1,775 753 psf Total Footing Width = 7.50 Mu': Upward = 19,344 548 ft-# Footing Thickness = 18.35 in Mu': Downward = 5,769 5,871 ft-# Mu: Design = 13,575 5,322 ft-# Key Width = Key Depth = 12.00 in 48.00 in phiMin = 25,992 27,789ft-# Key Distance from Toe = 5.00 ft Actual 1-Way Shear = 27.57 24.09 psi Allow 1-Way Shear = 75.00 75.00 psi ft = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 9.39 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 9.38 in Mm. As % = 0.0018 Key Reinforcing = #5 @4.76 in Cover @ Top 2.00 @ Btm.= 3.00 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area 2.97 in2 Min footing T&S reinf Area per foot 0.40 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.06 in #4@ 12.11 in #5@ 9.39 in #5@ 18.77 in #6@ 13.32 in #6@ 26.64 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 5,544.4 5.07 28,089.8 Soil Over HL (ab. water tbl) 1,754.3 6.92 12,134.0 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 6.92 12,134.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 550.0 2.50 1,375.0 = Surcharge Over Toe = Total = 5,544.4 O.T.M. = 28,089.8 Resisting/Overturning Ratio = 1.78 Vertical Loads used for Soil Pressure = 8,722.8 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Stem Weight(s) = 1,582.3 5.54 8,766.7 Earth @ Stem Transitions= 562.5 6.00 3,374.8 Footing Weighi = 1,720.3 3.75 6,451.2 Key Weight = 600.0 5.50 3,300.0 Vert. Component = 1,953.5 7.50 14,651.0 Total = 8,722.8 lbs R.M.= 50,052.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Title: Engineer: Project ID: / Project Descr: Srgin Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (c)ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front 13A WITH HOUSE FOOTINGS 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 Defi @ Top of Wall (approximate only) 0.064 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. I Project Title: Engineer: Project ID: K Project Descr: S ergin En g1neer1 ng Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: l3ftwith planter in front 13A WITH HOUSE FOOTINGS Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 6.00 ft above top of footing Calculated Rebar Stress,fs = 16.91 Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = 25.00 in 12.00 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of rooting Calculated Rebar Stress,fs = 23.21 Lap Splice length for #7 bar specified in this stem design segment = Development length for #7 bar specified in this stem design segment = Hooked embedment length into footing for #7 bar specified in this stem design segment = As Provided = As Required = 35.00 in 12.00 in 9.80 in 0.9000 in2/ft 1.0483 1n2/ft 1-0" Project Title: Engineer: Project ID: / Project Descr: Scrgin Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 13 ft with planter in front 13A WITH HOUSE FOOTINGS Lateral Load ... Height to Top .Height to Bottom Load Type = 0.0#/ft = 0.00 ft = 0.00 ft = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: I - Project Descr: Scrgi n Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build: 20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front with EQ Code Reference Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 13.67 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 48.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 60.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 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 Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method Triangular Total Strength-Level Seismic Load = 881.552 lbs Load at bottom of Triangular Distribution .......= 116.000 psf Total Service-Level Seismic Load = 617.086 lbs (Strength) Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 DESCRIPTION: 13 ft with planter in front with EQ Design Summary Ste Wall Stability Ratios Overturning = 1.67 OK Sliding = 1.68 OK Global Stability = 1.09 Total Bearing Load = 10,323 lbs resultant ecc. = 14.84 in Soil Pressure @ Toe = 2,220 psf OK Soil Pressure @ Heel = 12 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,108 psf ACI Factored @ Heel = 17 psf Footing Shear @ Toe = 25.9 psi OK Footing Shear @ Heel = 27.6 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 6,161.4 lbs less 100% Passive Force - 6,244.5 lbs less 100% Friction Force a - 4,129.1 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 rn Construction 2nd Bottom Ratio> 1.0 Ratio >1.O Design Height Above Ft9 ft= 6.00 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 8.00 16.00 Rebar Size = # 5 # 7 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 1.009 1.374 Total Force @ Section Service Level lbs= 1,636.4 5,197.9 Strength Level lbs = Moment... .Actual Service Level ft-#= 4,183.7 23,685.3 Strength Level ft-# = Moment.....Allowable ft-#= 4,144.4 17,237.3 Shear.....Actual Service Level psi= 17.9 27.7 Strength Level psi = Shear.....Allowable psi= 52.3 53.6 Anet (Masonry) in2= 91.50 187.50 Rebar Depth 'd' in= 5.25 13.00 Masonry Data I'm psi = 2,000 2,000 Fs psi= 24,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 16.11 16.11 Wall Weight psf = 78.0 164.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 15.60 Masonry Block Type = Masonry Design Method = ASD Concrete Data ft psi= Fy psi= SD SD Footing Data Toe Width = 5.00 ft Heel Width = 2.50 Total Footing Width = 7.50 Footing Thickness = 18.35 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Project Title: Engineer: Project ID: Project Descr: Sergin Engneerig ]rr. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 -- SERGIN ENGINEERING, INC. - - - (c)ENERcALc INC 1983-2021 DESCRIPTION: 13 ft with planter in front with EQ Footing Design Results Toe Heel Factored Pressure = 3,108 17 psf Mu': Upward = 30,260 121 ft-# Mu': Downward = 13,249 5,871 ft-# Mu: Design = 17,011 5,750 ft-# phiMin = 25,992 27,789 ft-# Actual 1-Way Shear = 25.87 27.61 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 9.39 in Heel Reinforcing = # 5 @ 9.38 in Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs 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@ 6.06 in #5@ 9.39 in #6@ 13.32 in Summary of Overturning & Resisting Forces & Moments OVERTURNING..... Force Distance Moment Item lbs ft ft-# 2.97 1n2 0.40 in2 /ft If two layers of horizontal bars: #4@ 12.11 in #5@ 18.77 in #6@ 26.64 in RESISTING..... Force Distance Moment lbs ft ft-# HL Act Pres (ab water tbl) 5,544.4 5.07 28,089.8 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 = Seismic Earth Load = 617.1 5.07 3,126.4 Total = 6,161.4 O.T.M. = 31,216.2 Resisting/Overturning Ratio = 1.67 Vertical Loads used for Soil Pressure = 10,322.8 lbs If seismic is included, the OTM and sliding ratios maybe 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 1,754.3 6.92 12,134.0 Soil Over HL (bel. water tbl) 6.92 12,134.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern= * Axial Live Load on Stem = Soil Over Toe = 2,750.0 2.50 6,875.0 Surcharge Over Toe = Stem Weight(s) = 1,582.3 5.54 8,766.7 Earth @ Stem Transitions= 562.5 6.00 3,374.8 Footing Weight = 1,720.3 3.75 6,451.2 Key Weight = Vert. Component = 1,953.5 7.50 14,651.0 Total = 10,322.8 lbs R.M. 52,252.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Title: Engineer: Project ID: Project Descr: 9-gin Engineering Inc. Cantilevered Retaining Wall Project File: ocean view point.ec6 LIC#: KW-06013193, Build:20.21.10.4 SERGIN ENGINEERING, INC. (C) ENERCALC INC 1983-2021 DESCRIPTION: 13 ft with planter in front with EQ Tilt Horizontal Deflection at Toø of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.112 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. IA, Project Title: Engineer: Project ID: Project Descr: Scrgin 1- g Inc. Cantilevered Retaining Wall -- Project File: ocean view point.ec6 LIC#: KW-06013193, Build: 20.21.10.4 SERGIN ENGINEERING, INC. (c) ENERCALC INC 1983-2021 I DESCRIPTION: 13 ft with planter in front with EQ Rebar Lap & Embedment Lengths Information I Stem Design Segment: 2nd Stem Design Height: 6.00 ft above top of footing Calculated Rebar Stress,fs = 22.54 I Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Development length for #5 bar specified in this stem design segment = 12.00 in I Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Calculated Rebar Stress,fs = 26.69 I Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Development length for #7 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #7 bar specified in this stem design segment = 9.80 in I As Provided = 0.9000 in2/ft As Required = 1.2150 in2lft ri I I I I I I I I I 5-O' I'I Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: ocean view point.ec6 .JC#: KW-06013193, Build: 20.21.10.4 SE DESCRIPTION: 13 ft with planter in front with EQ ©Toe 3,, 5-0" 2-6' #5@9.35" 7-6" Heel