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Home My WebLink AboutCDP 2020-0018; FORESTER RESIDENCE; STRUCTURAL CALCULATIONS; 2022-07-06 Structural Calculations (Site Walls) Project Forester Residence / 22139 4464 Adams Street Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 7-6-22 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 302, San Diego, California 92130 Office Phone: (858) 201-3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com David Thomas Engineering, A.P.C. Structural Engineering Services DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 1Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 1 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 6.00 1.00 0.00 6.00 2,500.0 43.0 0.0 146.0 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 = = 130.00=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 =6.00 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 =2.05 OKSliding=1.53 OK Total Bearing Load =2,800 lbs...resultant ecc.=1.13 in Soil Pressure @ Toe =891 psf OK Soil Pressure @ Heel =609 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,248 psf ACI Factored @ Heel =852 psf Footing Shear @ Toe =1.3 psi OK Footing Shear @ Heel =5.9 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,209.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 979.9 876.0 = = 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"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =4.625Design Data fb/FB + fa/Fa =0.544 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,551.9 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=4.63in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 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 =1,238.4lbsStrength Level Service Level Strength Level =2,476.8ft-# Service Level Strength Level =22.3psi Design Method =LRFD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 Page : 1 1 of 16 • ~---~ I -I -I -~-----~ -LJ m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 2Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 1 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1278 in2/ft (4/3) * As :0.1704 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy : 200(12)(4.625)/60000 :0.185 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.6265 in2/ft #6@ 27.50 in #6@ 55.00 in 1.50 1.50 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 2.00 ft Footing Thickness =in 3.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting 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 Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm phiMn = phi'5'lambda'sqrt(fc)'Sm =None Spec'd = = = = = 1,248 15,954 4,698 938 1.30 40.00 Heel: 852 309 1,152 843 5.88 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.170.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Page : 2 2 of 16 -~----~ • ~-----~ • m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 3Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 1 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 0.75= = = Stem Weight(s) = 700.0 1.83 1,283.3 Earth @ Stem Transitions =Footing Weight = 675.0 1.50 1,012.5 Key Weight = 225.0 2.50 562.5 Added Lateral Load lbs =3,023.4 Vert. Component 549.7 3.00 1,649.2 Total = 2,799.7 6,186.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,209.4 O.T.M. = Resisting/Overturning Ratio =2.05 Vertical Loads used for Soil Pressure =2,799.7 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) Soil Over HL (bel. water tbl) 650.0 2.58 2.58 1,679.2 1,679.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,209.4 2.50 3,023.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.058 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 3 of 16 I m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 4Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 1 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Page : 4 4 of 16 8" w/ #5 @ 1'6" 1·-0· • • 7'-0" • • 6,'-0" • • 1'-6" DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 1Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 2 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 4.00 1.00 0.00 6.00 2,500.0 43.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 130.00=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 =6.00 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 =1.74 OKSliding=1.60 OK Total Bearing Load =1,402 lbs...resultant ecc.=8.25 in Soil Pressure @ Toe =1,150 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,610 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =774.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 490.6 750.0 = = 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"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =6.25 iDesign Data fb/FB + fa/Fa =0.179 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,099.3 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 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 =550.4lbsStrength Level Service Level Strength Level =733.9ft-# Service Level Strength Level =7.3psi Design Method =LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page : 1 5 of 16 • ~---~ I -I -I - ~ -~ I ~ I m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 2Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 2 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0275 in2/ft (4/3) * As :0.0367 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0014bh : 0.0014(12)(8) :0.1344 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1344 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.15 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in 2.33 0.67 24.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm phiMn = phi'5'lambda'sqrt(fc)'Sm =None Spec'd = = = = = 1,610 35,738 14,267 1,789 2.22 40.00 Heel: 0 0 0 0 0.01 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.560.52 #4@ 4.63 in #5@ 7.18 in#6@ 10.19 in in2in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in supplemental design for footing torsion. Page : 2 6 of 16 -~----~ • ~-----~ • m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 3Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 2 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 1.17= = = Stem Weight(s) = 500.0 2.66 1,331.7 Earth @ Stem Transitions =Footing Weight = 900.0 1.50 1,350.0 Key Weight = Added Lateral Load lbs =1,548.0 Vert. Component Total = 1,401.7 2,686.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =774.0 O.T.M. = Resisting/Overturning Ratio =1.74 Vertical Loads used for Soil Pressure =1,401.7 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) 1.7 3.00 3.00 5.2 5.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 774.0 2.00 1,548.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.053 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 7 of 16 I m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 4Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 2 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Page : 4 8 of 16 8" w/ #4 @ 1fi" • 5'-0" • 4'-0 " • 2'-' 2'-4" 3'-0" - DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 1Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 3 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 4.00 1.00 0.00 6.00 2,500.0 43.0 0.0 146.0 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 = = 130.00=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 =6.00 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 =2.21 OKSliding=1.51 OK Total Bearing Load =2,078 lbs...resultant ecc.=2.02 in Soil Pressure @ Toe =970 psf OK Soil Pressure @ Heel =411 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,358 psf ACI Factored @ Heel =576 psf Footing Shear @ Toe =1.4 psi OK Footing Shear @ Heel =3.1 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =774.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 727.5 438.0 = = 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"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =6.25 iDesign Data fb/FB + fa/Fa =0.179 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,099.3 =psi Shear.....Allowable =75.0psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 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 =550.4lbsStrength Level Service Level Strength Level =733.9ft-# Service Level Strength Level =7.3psi Design Method =LRFD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 Page : 1 9 of 16 • ~---~ I -I -I - m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 2Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 3 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0275 in2/ft (4/3) * As :0.0367 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.001bh : 0.001(12)(8) :0.096 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.096 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.15 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in 0.92 1.58 24.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 0.00 0.00 ft Footing Thickness =in 2.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm phiMn = phi'5'lambda'sqrt(fc)'Sm =None Spec'd = = = = = 1,358 6,365 2,208 346 1.39 40.00 Heel: 576 282 929 647 3.05 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.300.52 #4@ 4.63 in #5@ 7.18 in#6@ 10.19 in in2in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in supplemental design for footing torsion. Page : 2 10 of 16 -~----~ • ~-----~ • m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 3Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 3 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 0.46= = = Stem Weight(s) = 500.0 1.25 625.0 Earth @ Stem Transitions =Footing Weight = 750.0 1.25 937.5 Key Weight = 0.50 Added Lateral Load lbs =1,548.0 Vert. Component 351.8 2.50 879.6 Total = 2,078.5 3,415.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =774.0 O.T.M. = Resisting/Overturning Ratio =2.21 Vertical Loads used for Soil Pressure =2,078.5 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) Soil Over HL (bel. water tbl) 476.7 2.04 2.04 973.2 973.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 774.0 2.00 1,548.0 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.054 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 11 of 16 I m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 4Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 3 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Page : 4 12 of 16 8"w/#4@ 16" 1'-0 " 5'-0" 4'-0 " 6"..L _____ _ -0" Z-G " DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 1Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 4 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 6.00 1.00 0.00 6.00 2,500.0 43.0 0.0 146.0 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 = = 130.00=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 =6.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 50.0 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 =2.41 OKSliding=1.56 OK Total Bearing Load =3,422 lbs...resultant ecc.=0.48 in Soil Pressure @ Toe =877 psf OK Soil Pressure @ Heel =764 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,228 psf ACI Factored @ Heel =1,070 psf Footing Shear @ Toe =5.4 psi OK Footing Shear @ Heel =6.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,333.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,197.8 876.0 = = 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 =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =5.25 iDesign Data fb/FB + fa/Fa =0.681 Total Force @ Section =873.2lbs Moment....Actual =1,845.7ft-# Moment.....Allowable =2,708.3 =9.5psi Shear.....Allowable =45.4psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psi Fs =psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 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 =1,238.4lbsStrength Level Service Level Strength Level =2,476.8ft-# Service Level Strength Level =22.3psi Design Method =ASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Page : 1 13 of 16 • ~---~ I -I -I -~-----~ -LJ m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 2Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 4 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 1.25 2.25 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 2.50 ft Footing Thickness =in 3.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting 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:phiMn = phi'5'lambda'sqrt(fc)'Sm phiMn = phi'5'lambda'sqrt(fc)'Sm =None Spec'd = = = == 1,228 11,335 4,133 600 5.3843.82 Heel: 1,070 1,371 3,344 1,973 6.0743.82 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.360.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 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 465.13.75124.0=Surcharge over Heel = Surcharge Over Heel = 79.2 2.71 214.4= 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 = = = 0.63= = = Stem Weight(s) = 546.0 1.58 864.5 Earth @ Stem Transitions =Footing Weight = 787.5 1.75 1,378.1 Key Weight = 225.0 3.00 675.0 Added Lateral Load lbs =3,488.6 Vert. Component 549.7 3.50 1,924.0 Total = 3,422.4 8,400.8* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,333.4 O.T.M. = Resisting/Overturning Ratio =2.41 Vertical Loads used for Soil Pressure =3,422.4 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) Soil Over HL (bel. water tbl) 1,235.0 2.71 2.71 3,344.8 3,344.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,209.4 2.50 3,023.4 Hydrostatic Force Page : 2 14 of 16 m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 3Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 4 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester 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)0.049 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 15 of 16 I m DAVID THOMAS ENGINEERING Structural Engineering Services Phone: (858) 201-3072 Website: www.dtengsd.com Email: david@dtengsd.com Title :Forester Residence Page : 4Dsgnr:David Thomas Date:6 JUL 2022Description....Detail 4 Site Wall This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2022\22139~Forester Site Walls~Wrig RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : forester Page : 4 16 of 16 8" w/ #5@ 16" Solid Grout 2' 6" 1'-0 1'-3 " Z-3" 3'-6" 1·-0· T-0" 6'-0 "