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HomeMy WebLinkAboutCDP 2019-0002; HILLSIDE DRIVE RESIDENTIAL; SITE RETAINING WALL REVISED STRUCTURAL CALCULATIONS; 2021-01-25DC I S E Seattle 8 Portland Spokane San Diego 0) Austin Irvine 8 San Francisco Site Retaining Wall Anchorage Los Angeles Revised Structural Calculations PLAN CHECK SUBMITTAL Smith Apartments 4246 Hillside Dr. Carlsbad, CA City project: CDP 2019-0002 AR 2018-0022 Dwg 512-6A DCI Job Number 18051-0024.01 Jan 25, 2021 NO. S5619f I ! ' EXP. 9/30/22 * Prepared for: Jessie Smith CEV1FJ FEB 2 2C21 LAND DEVELOPMENT R1NG 101 West Broadway, Suite 12601 San Diego, CA, 92101 Phone (619) 234-0501 Service Innovation Value Soil Pressure @ Toe = 1,695 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,372 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Hee = 4.1 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 544.1 lbs less 100% Passive Force = - 412.5 lbs less 100% Friction Force = - 562.1 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 NOT considered in the calculation of soil bearing Project Name/Number : smith res ret Page 1 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Criteria Soil Data Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft LSurcharge Loads Surcharge Over Heel = 40.0 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 LDesign Summary Wall Stability Ratios Overturning = 2.05 OK Sliding 1.79 OK Total Bearing Load 1,606 lbs resultant ecc. = 7.42 in Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in L 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 (Service Level) LStem Construction I - 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 = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2= Rebar Depth 'd' in= Masonry Data fm p Fs p Solid Grouting Modular Ratio n Wall Weight p Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi Fy psi= LAdiacent 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 Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 #5 24.00 Edge 0.414 359.3 515.9 1,245.6 3.9 51.5 91.50 5.25 si= 2,000 si= 20,000 = Yes = 16.11 sf= 78.0 = 1.000 in= 7.60 = Medium Weight = ASD Project Name/Number : smith res ret Page 2 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Footing Data I L Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 2.50 Factored Pressure = 2,372 0 psf Total Footing Width = 250 Mu': Upward = 0 387 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 1,533 ft-# Mu: Design = 0 1,146 ft-# Key Width = 12.00 in Actual 1-Way Shear = 0.00 4.13 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0012 Footing Torsion, Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm.'' 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sqrt(fc)'Sm Heel: #4@ 13.88 in, #5@ 21.52 in, #6@ 30.55 in, #7@ 41.66 in, #8@ 54.86 in, #9@ 6 Key: No key defined Min footing T&S reinf Area 0.43 in2 Min footing T&S reinf Area per foot 0.17 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 13.89 in #4@ 27.78 in #5@ 21.53 in #5@ 43.06 in #6@ 30.56 in #6@ 61.11 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) 475.0 1.67 791.7 Soil Over HL (ab. water tbl) 806.7 1.58 1,277.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.58 1,277.2 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Hee = Surcharge over Heel = 69.1 2.50 172.7 Surcharge Over Heel = 73.3 1.58 116.1 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 = = Surcharge Over Toe = Stem Weight(s) = 351.0 0.33 117.0 Earth @ Stem Transitions = Total = 544.1 O.T.M. = 964.4 Footing Weight = 375.0 1.25 468.8 Key Weight = 2.50 Resisting/Overturning Ratio 2.05 Vert. Component = Vertical Loads used for Soil Pressure = 1,606.0 lbs Total = 1,606.0 lbs R.M. 1,979.1 * 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 NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: smith res ret Page 3 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I 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 @ lop of Wall (approximate only) 0.085 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. LAdjacent Footing Load ------I 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 Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.29 OK Sliding = 1.54 OK Total Bearing Load = 3,283 lbs ...resultant ecc. = 9.83 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 Project Name/Number smith res ret Page 4 of 18 RetainPro (C) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To DCI ENGINEERS I Criteria I Soil Data I Retained Height = 6.00 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 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil 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 (Service Level) Soil Pressure @ Toe = 2,072 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,901 psf ACI Factored Q Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Hee = 3.1 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 1,074.9 lbs less 100% Passive Force = - 508.0 lbs less 100% Friction Force = - 1,148.9 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK L Stem Construction - 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 = Shear.....Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm p si = 2,000 Fs p si = 20,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight p sf= 78.0 - Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi Bottom Stem OK 0.00 Masonry ASD 8.00 #5 16.00 Edge 0.879 766.9 1,616.7 1,837.4 8.4 51.9 91.50 5.25 Project Name/Number: smith res ret Page 5 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 License To: DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data I L Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 3.75 Factored Pressure = 2,901 0 psf Total Footing Width = 3.75 Mu: Upward = 0 2,389 ft-# Footing Thickness = 14.00 in Mu': Downward = 0 5,615 ft-# Mu: Design = 0 3,226 ft-# Key Width = 12.00 in Actual 1-Way Shear = 0.00 3.06 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Rifnri, = ±E 5 ng 12 no in = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12:00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0012 Footing Torsion, Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sqrt(fc)'Sm Heel: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Key: No key defined Min footing T&S reinf Area 0.76 in2 Min footing T&S reinf Area per foot 0.20 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.90 in #4@ 23.81 in #5@ 18.45 in #5@ 36.90 in #6@ 26.19 in #6@ 52.38 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) 975.9 2.39 2,331.2 Soil Over HL (ab. water tbl) 2,035.0 2.21 4,494.0 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.21 4,494.0 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Hee = Surcharge over Heel = 99.0 3.58 354.9 Surcharge Over Heel = 123.3 2.21 272.4 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 = = Surcharge Over Toe = Stem Weight(s) = 468.0 0.33 156.0 Earth @ Stem Transitions = Total = 1,074.9 O.T.M. = 2,686.1 Footing Weighs = 656.3 1.88 1,230.5 Key Weight = 2.50 Resisting/Overturning Ratio = 2.29 Vert. Component = Vertical Loads used for Soil Pressure = 3,282.6 lbs Total = 3,282.6 lbs R.M. 6,152.8 * 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 NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: smith res ret Page 6 of 18 Retain:Dro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I 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) 0.092 in The above calculation is not valid if the heel soil beating oressure exceeds that of the toe, Decause the wall would then tend to rotate into the retained soil. 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 (Service Level) Adjacent Footing Load I 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 Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Wall Stability Ratios Overturning = 2.95 OK Sliding = 1.56 OK Total Bearing Load = 6,210 lbs ...resultant ecc. = 11.35 in Soil Pressure @ Toe = 2,294 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,212 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Hee = 0.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,784.1 lbs less 100% Passive Force = - 611.1 lbs less 100% Friction Force = - 2,173.4 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 NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Project Name/Number: smith res ret Page 7 of 18 License : KW License To Criteria Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Code: CBC 2019,ACI 318-14,TMS 402-16 [Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary [Stem Construction I - 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 1b5 Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2= Rebar Depth 'd' in Masonry Data fm p Si = 2,000 Fs P si= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight p sf 78.0 - Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Bottom Stem OK 0.00 Masonry ASD 8.00 #6 8.00 Edge 0.796 1,326.5 3,684.8 4,624.0 14.5 52.5 91.50 5.25 3.08 13,114.4 3.08 13,114.4 3.08 596.1 0.33 221.0 2.75 3,025.0 2.50 Project Name/Number: smith res ret Page 8 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS LFooting Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 5.50 Factored Pressure = 3,212 0 psf Total Footing Width = 5.50 Mu': Upward = 0 10,576 ft-# Footing Thickness = 16.00 in Mu': Downward = 0 16,981 ft-# Mu: Design = 0 6,405 ft-# Key Width = 12.00 in Actual 1-Way Shear = 0.00 0.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #6 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sqrt(fc)'Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: Nokeydefined Min footing T&S reinf Area 1.90 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 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) 1,655.1 3.11 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 129.0 4.67 601.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,784.1 O.T.M. = 5,751.1 Resisting/Overturning Ratio = 2.95 Vertical Loads used for Soil Pressure = 6,209.7 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. Sloped Soil Over Hee = Surcharge Over Heel = 193.3 Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 663.0 Earth @ Stem Transitions= Footing Weigh' = 1,100.0 Key Weight = Vert. Component = Total = 6,209.7 lbs R.M. 16,956.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 5,149.2 Soil Over HL (ab. water tbl) 4,253.3 Soil Over HL (bel. water tbl) Watre Table Project Name/Number: smith res ret Page 9 of 18 RetainPro (c) 1987.2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I 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) 0.098 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. Total Strength-Level Seismic Load..... 448.000 lbs 96.000 psf Total Service-Level Seismic Load..... 313.600 lbs Stem Bottom Design Height Above Ftc Wall Material Above "Ht" Design Method Thickness ebar Size RebarSpacing P at 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) Rebar Depth d' Masonry Data fm Fs Solid Grouting Modular Ratio n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy 12 pcf x 8 = 96 psf. >1.1 therefor ok for seismic load conditions Stem OK u 000 nry = 8.00 = #6 = 8.00 = Edge = 0.986 1 Z ~-7 lbs= ft-#= 4,562.6 ft-# = = 4,624.0 psi = 18.1 psi = psi = 52.5 in2= 91.50 in= 5.25 psi = 2,000 psi= 20,000 = Yes = 16.11 psf = 78.0 = 1.000 in= 7.60 = Medium Weight = ASD psi = psi = Project Name/Number: smith res ret Page 10 of 18 8 ft wall with seismic ,etaInrro (C) 1b1-2U1, bUIlO 11.u.Ui..1 License : KW-06058348 License To DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 [Criteria Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 3,325.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Lial Load Applied to Stem I (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in L Earth Pressure Seismic Load i Method : Triangular Load at bottom of Triangular Distribution (Strength) Design Summary I I Wall Stability Ratios Overturning = 2.52 OK Sliding = 1.33 Ratio Total Bearing Load = 6,210 lbs resultant ecc. = 13.23 in Soil Pressure @ Toe = 2,513 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 3,325 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,518 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Hee = 0.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,097.7 lbs less 100% Passive Force = - 611.1 lbs less 100% Friction Force = - 2,173.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 362.0 lbs NO Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 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 Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Project Name/Number: smith res ret Page 11 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To: DCI ENGINEERS Footing Data I Footing Design Results I Toe Width 0.00 ft Heel Width = 5.50 Total Footing Width = 5.50 Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 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 Toe Heel Factored Pressure = 3,518 0 psf Mu': Upward = 0 9,273 ft-# Mu': Downward = 0 16,981 ft-# Mu: Design = 0 7,708 ft-# Actual 1-Way Shear = 0.00 0.41 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = # 6 @ 12.00 in Heel Reinforcing = #6 @ 12.00 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: phiMn = phi'5'lambda'sqrt(fc)'Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: No key defined Min footing T&S reinf Area 1.90 in2 Min footing T&S reinf Area per foot 0.35 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 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) 1,655.1 3.11 5,149.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 129.0 4.67 601.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 313.6 3.11 975.6 Total = 2,097.7 O.T.M. = 6,726.7 Resisting/Overturning Ratio = 2.52 Vertical Loads used for Soil Pressure = 6,209.7 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 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) 4,253.3 3.08 13,114.4 Soil Over HL (bel. water tbl) 3.08 13,114.4 Watre Table Sloped Soil Over Hee = Surcharge Over Heel = 193.3 3.08 596.1 Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 663.0 0.33 221.0 Earth @ Stem Transitions = Footing Weighi = 1,100.0 2.75 3,025.0 Key Weight = 2.50 Vert. Component Total = 6,209.7 lbs R.M. 16,956.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: smith res ret Page 12 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I 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) 0.108 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. Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Soil Pressure @ Toe = 785 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,099 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Hee 0.0 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 507.2 lbs less 100% Passive Force = - 508.0 lbs less 100% Friction Force = - 286.2 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 NOT considered in the calculation of soil bearing Stem Construction I - 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 Shear.....Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm p si= 2,000 Fs p si= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight p sf= 78.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy psi= Bottom Stem OK 0.00 Masonry ASD 8.00 #5 24.00 Edge 0.325 304.0 405.3 1,245.6 3.3 51.5 91.50 5.25 Project Name/Number: smith res ret Page 13 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Criteria I 1 Soil Data 111 ___ [Surcharge Loads Surcharge Over Heel = 0.0 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 LDesign Summary Wall Stability Ratios Overturning = 1.65 OK Sliding = 1.57 OK Total Bearing Load = 818 lbs resultant ecc. = 7.67 in Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 LLateral 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 (Service 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 Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Project Name/Number: smith res ret Page 14 of 18 Retainpro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Footing Data I Footing Design Results I Toe Width = 2.00 ft Toe Heel Heel Width = 0.67 Factored Pressure = 1,099 0 psf Total Footing Width = 2.67 Mu': Upward = 17,936 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 9,576 0 ft-# Mu: Design = 697 0 ft-# Key Width = 12.00 in Actual 1-Way Shear = 2.94 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 0.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0012 Footing Torsion, Tu = 0.00 ft-lbs Cover @ Top 2.00 @ Btm. 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Heel: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Key: Nokeydefined Min footing T&S reinf Area 0.54 in2 Min footing T&S reinf Area per foot 0.20 1n2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.90 in #4@ 23.81 in #5@ 18.45 in #5@ 36.90 in #6@ 26.19 in #6@ 52.38 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) 507.2 1.72 873.5 Soil Over HL (ab. water tbl) HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Hee = 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 = 1.00 = Surcharge Over Toe = Stem Weight(s) = 351.0 2.33 819.0 Earth @ Stem Transitions= Total = 507.2 O.T.M. = 873.5 Footing Weighi 466.7 1.33 622.2 Key Weight = 0.50 Resisting/Overturning Ratio 1.65 Vert. Component = Vertical Loads used for Soil Pressure = 817.7 lbs Total = 817.7 lbs R.M.= 1,441.2 * 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 NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: smith res ret Page 15 of 18 RetainPro (c) 19872019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I 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) 0.037 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 Name/Number: smith res ret Page 16 of 18 RetainPro(c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Criteria I Soil Data Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in LLateral 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 (Service Level) [surcharge Loads Surcharge Over Heel = 0.0 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 L Design Summary Wall Stability Ratios Overturning = 1.64 OK Sliding = 1.56 OK Total Bearing Load = 1,392 lbs resultant ecc. = 13.55 in Soil Pressure @ Toe = 860 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,205 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.0 psi OK Footing Shear @ Hee = 0.0 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 975.9 lbs less 100% Passive Force = - 1,032.2 lbs less 100% Friction Force = - 487.3 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 NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 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 Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 #5 16.00 Edge 0.744 684.0 1,368.0 1,837.4 7.5 52.0 91.50 5.25 Si = 2,000 Si = 20,000 = Yes = 16.11 sf= 78.0 = 1.000 in= 7.60 = Medium Weight = ASD Stem Construction I - 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 = Shear.....Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet(Masonry) in2= Rebar Depth d in= Masonry Data fm p Fs p Solid Grouting Modular Ratio 'n' Wall Weight p Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi Footing Data Toe Width = 3.75 ft Heel Width = 0.67 Total Footing Width = 4.42 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 0.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Derisit = 150.00 pcf Mm. As % = 0.0012 Cover @ Top 2.00 @ Btm. 3.00 in 1.88 507.0 4.08 2,070.3 772.9 2.21 1,706.9 112.5 0.50 56.3 Project Name/Number: smith res ret Page 170f18 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Footing Design Results Toe Heel Factored Pressure = 1,205 0 psf Mu': Upward = 62,486 0 ft-# Mu': Downward = 31,421 0 ff4 Mu: Design = 2,589 0 ft-# Actual 1-Way Shear = 3.98 0.00 psi Allow 1-Way Shear = 75.00 0.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 18.00 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: #4@ 11.90 in, #5@ 18.45 in, #6@26.19 in, #7@ 35.71 in, #8@47.02 in, #9@ 5 Heel: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Key: #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Min footing T&S reinf Area 0.89 in2 Min footing T&S reinf Area per foot 0.20 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.90 in #4@ 23.81 in #5@ 18.45 in #5@ 36.90 in #6@ 26.19 in #6@ 52.38 in rSumma ry 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) 975.9 2.39 2,331.2 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 = 975.9 O.T.M. = 2,331.2 Resisting/Overturning Ratio = 1.64 Vertical Loads used for Soil Pressure = 1,392.4 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) Watre Table Sloped Soil Over Hee = 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 Weighi = Key Weight = Vert. Component = Total = 1,392.4 lbs R.M. 3,833.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number : smith res ret Page 18 of 18 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06058348 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: DCI ENGINEERS Tilt I Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0.035 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.