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Home My WebLink AboutCDP 2019-0002; HILLSIDE DRIVE RESIDENTIAL; SITE RETAINING WALL REVISED STRUCTURAL CALCULATIONS; 2021-05-13 Site Retaining Wall 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 Prepared for: Jessie Smith 5DCI EnG l n EEFIS E Seattle 8 Portland ~ Spokane $ c San Diego -6, Austin ~ :g I Irvine San Francisco Anchorage Los Angeles ---- 101 West Broadway, Suite 1260 San Diego, CA, 92101 Phone (619) 234-0501 Se rv ice I nnovat i o n Va l ue RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 6.00 0.50 0.00 12.00 2,500.0 52.0 0.0 275.0 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 0.00 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 Line Load 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 (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =1.53 OKSliding=1.52 OK Total Bearing Load =1,599 lbs...resultant ecc.=18.32 in Soil Pressure @ Toe =1,008 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,412 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =4.0 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,335.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 559.5 1,467.6 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.527 Total Force @ Section =936.0lbs Moment....Actual =1,872.0ft-# Moment.....Allowable =3,549.2 =10.2psi Shear.....Allowable =52.0psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= 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 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 Anet (Masonry)=91.50in2 Page : 1 I i I i JJP R<:9~///,,j 1 ~I - ~-------• ~I ---------• l~ _____ _.1 ~-----.. • ~I ____ _.•--------- RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 4.50 0.67 14.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0012 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 15.00 0.00 ft Footing Thickness =in 5.17= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 =# 5 @ 18.00 in = = = == 1,412 92,469 44,631 3,986 3.9875.00 Heel: 0 0 0 0 0.000.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 18.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.040.20 #4@ 11.90 in #5@ 18.45 in#6@ 26.19 in in2in2 /ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in#6@ 52.38 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#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= =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 2.25= = = Stem Weight(s) = 507.0 4.83 2,450.5 Earth @ Stem Transitions =Footing Weight = 904.2 2.58 2,335.8 Key Weight = 187.5 0.50 93.8 Added Lateral Load lbs =3,190.1 Vert. Component Total = 1,598.7 4,880.0* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,335.4 O.T.M. = Resisting/Overturning Ratio =1.53 Vertical Loads used for Soil Pressure =1,598.7 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) -0.0 5.17 5.17 -0.0 -0.0 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,335.4 2.39 3,190.1 Hydrostatic Force Page : 2 RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 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)0.035 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. Page : 3 I RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 4.00 0.50 0.00 12.00 2,500.0 52.0 0.0 275.0 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 0.00 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 Line Load 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 (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =1.60 OKSliding=1.70 OK Total Bearing Load =980 lbs...resultant ecc.=10.26 in Soil Pressure @ Toe =897 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,256 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =3.2 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =694.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 343.1 840.3 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#5 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.445 Total Force @ Section =416.0lbs Moment....Actual =554.7ft-# Moment.....Allowable =1,245.6 =4.5psi Shear.....Allowable =51.5psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= 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 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 Anet (Masonry)=91.50in2 Page : 1 ~-------• "-.I ---------• ~-------• ~I ---------• I~-------• ~-------•--------- RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 2.50 0.67 14.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0012 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 6.00 0.00 ft Footing Thickness =in 3.17= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = phiMn = phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 =# 5 @ 0.00 in = = = == 1,256 29,170 14,535 1,220 3.2375.00 Heel: 0 0 0 0 0.000.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 18.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.640.20 #4@ 11.90 in #5@ 18.45 in#6@ 26.19 in in2in2 /ft If two layers of horizontal bars: #4@ 23.81 in #5@ 36.90 in#6@ 52.38 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#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= =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 1.25= = = Stem Weight(s) = 351.0 2.83 994.5 Earth @ Stem Transitions =Footing Weight = 554.2 1.58 877.4 Key Weight = 75.0 0.50 37.5 Added Lateral Load lbs =1,195.3 Vert. Component Total = 980.2 1,909.4* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =694.1 O.T.M. = Resisting/Overturning Ratio =1.60 Vertical Loads used for Soil Pressure =980.2 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) -0.0 3.17 3.17 -0.0 -0.0 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 694.1 1.72 1,195.3 Hydrostatic Force Page : 2 RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058348License To : DCI ENGINEERS Project Name/Number : smith res ret 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)0.035 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. Page : 3 I