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Home My WebLink AboutPD 2023-0034; 7500 CADENCIA ST; STRUCTURAL CALCULATIONS GUINN RESIDENCE; 2025-02-04STRUCTURAL CALCULATIONS Guinn Residence 7500 Cadencia St, Carlsbad, CA 92009 02-04-2025 : Project # 22-381 Table of Contents Design Criteria & Loads .................................................. Foundation Analysis & Design .....................................1 2-41 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 346-7734 evan@simplystrongeng.com 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com R EGISTERE D P R O F ESSIONAL E N G I N EER STATE OF C A L I F O R NIACIVIL C 77258 EXP. 06/30/25 EV A N A . COL E S MICHAEL BAKER INTERNATIONALSHOP DRAWING REVIEW Proj No Shop Dwg. No139000 Ocean Condominiums 4th Date By10/05/2020 ARL/CS MAKE CORRECTIONS NOTEDREVISE AND RESUBMITREVISE AND RESUBMITREJECTED Review is only for general conformance with the design concept of the project and general compliance with the information included in this Contract Document(s). Any action shown is subject to the requirements of the drawings and speciﬁcatons. Contractor is responsible for: construction, coordination of his/her work with that of other trades, and performing the work in a safe and satisfactory manner. NO EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM 139000 03/04/2025 7500 Cedenica St JDA X Design Criteria Building Code: 2018 IBC/2019 CBC - ASCE / SEI 7-16 Concrete:ACI 318-14 [f'c = 2500 psi - No Special Inspection Req.'d (U.N.O.)] Masonry: TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-f'm=1500 psi-Spec. Insp. Req.'d] Mortar:ASTM C270 [f'c = 1800 psi Type S] Grout:ASTM C476 [f'c = 2000 psi] Reinforcing Steel: ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller / Fy = 60 ksi For #5 Bars & Larger] Structural Steel:AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM A500, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM A500, Carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi All other steel: ASTM A36, Fy = 36 ksi Bolting: A307 / A325-N / A490-N (Single Plate Shear Conn.) Welding: E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. Wood: NDS-2018 Soil: Geotechnical Report By: NOVA Services, Inc. Allowable Bearing Pressure =5000 psf Lateral Bearing Pressure =250 psf/ft Active Pressure =35 psf/ft At-rest Pressure =65 psf/ft Coefficient of Friction =0.35 (Table 1806.2) Lateral Seismic Pressure =11H Project #: Date: Load 1 psf Load 2 psf Int. Wall psf DL Concrete Tile Roof 10.0 DL Carpet & Pad Floor 4.0 DL Drywall 5.0 Plywood 1.5 Plywood 1.5 2x4 Studs @ 16"o.c. 1.0 Joists 3.5 Joists 3.5 Misc. 1.0 Insulation 1.5 Insulation 1.5 Other Drywall 2.5 Drywall 2.5 Total Load 7 Electrical/Mech./Misc. 1.0 Elec./Mech./Misc. 1.0 Other 0.0 Other 0.0 Ext. Wall 1 psf Total DL 20 Total DL 14 DL Stucco 10.0 LL Residential Roof 20 LL Residential Floor 40 2x4 Studs @ 16"o.c. 1.0 Total Load 40 Total Load 54 Drywall 2.5 Insulation 1.5 Misc. 1.0 Load 3 Load 4 Other Total Load 16 Ext. Wall 2 Design Loads 6/5/2018, 12/20/202 No. 2018049 Page 1 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:2'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 2.67 0.67 2.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #3 Page 2 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:2'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =1.76 Global Stability =6.03 OK Sliding =2.35 OK Total Bearing Load =1,075 lbs...resultant ecc.=6.03 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,212 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,796 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =3.9 psi OK Footing Shear @ Heel =1.2 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =384.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 316.6 586.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.131 Total Force @ Section =158.7lbs Moment....Actual =156.4ft-# Moment.....Allowable =1,193.2 =1.7psi Shear.....Allowable =44.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Detail #3 Page 3 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:2'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 1.00 1.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Footing Thickness =in 2.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = 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 = = = = = 1,796 698 281 416 3.87 30.98 Heel: 0 0 78 78 1.21 30.98 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 Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.78 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,9574,957=ft-# Detail #3 Page 4 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:2'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3.1 1.89 5.8 119.72.1755.2=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 = = = 73.3 0.50 36.7= = = Stem Weight(s) = 280.3 1.33 373.7 Earth @ Stem Transitions =Footing Weight = 450.0 1.00 450.0 Key Weight = Added Lateral Load lbs =595.4 Vert. Component Total = 904.6 1,045.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =384.3 O.T.M. = Resisting/Overturning Ratio =1.76 Vertical Loads used for Soil Pressure =1,074.9 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) 97.9 1.83 1.83 179.5 179.5 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 329.1 1.45 475.8 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)0.056 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. Detail #3 Page 5 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:3'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 3.67 0.67 2.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #3 Page 6 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:3'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =1.73 Global Stability =3.98 OK Sliding =2.54 OK Total Bearing Load =1,499 lbs...resultant ecc.=7.41 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,309 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,940 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =5.6 psi OK Footing Shear @ Heel =1.4 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =566.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 434.4 1,003.5 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.313 Total Force @ Section =282.4lbs Moment....Actual =374.1ft-# Moment.....Allowable =1,193.2 =3.1psi Shear.....Allowable =44.8psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Detail #3 Page 7 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:3'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 1.50 1.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 8.00 0.83 ft Footing Thickness =in 2.50= Cover @ Top =2.00 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 = = = = = 1,940 1,607 580 1,027 5.64 30.98 Heel: 0 0 92 92 1.44 30.98 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 Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,9574,957=ft-# Key 378 13.18 30.98 697 Detail #3 Page 8 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:3'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3.1 2.39 7.3 181.22.6767.9=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 = = = 110.0 0.75 82.5= = = Stem Weight(s) = 364.3 1.83 667.9 Earth @ Stem Transitions =Footing Weight = 562.5 1.25 703.1 Key Weight = 66.7 1.17 77.8 Added Lateral Load lbs =1,067.8 Vert. Component Total = 1,241.1 1,852.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =566.3 O.T.M. = Resisting/Overturning Ratio =1.73 Vertical Loads used for Soil Pressure =1,498.9 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) 134.6 2.33 2.33 314.0 314.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 498.4 1.78 886.6 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)0.063 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. Detail #3 Page 9 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:4'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 4.67 0.67 2.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #3 Page 10 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:4'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =1.67 Global Stability =3.16 OK Sliding =2.56 OK Total Bearing Load =1,933 lbs...resultant ecc.=9.07 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,406 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,085 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =7.3 psi OK Footing Shear @ Heel =1.7 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =783.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 549.2 1,459.2 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.614 Total Force @ Section =441.1lbs Moment....Actual =732.9ft-# Moment.....Allowable =1,193.2 =4.8psi Shear.....Allowable =45.0psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Detail #3 Page 11 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:4'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 2.00 1.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 15.00 1.33 ft Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in 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 =# 5 @ 18.00 in = = = = = 2,085 2,925 985 1,940 7.29 30.98 Heel: 0 0 107 107 1.67 30.98 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 Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.17 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,9574,957=ft-# Key 1,230 36.94 37.81 3,344 Detail #3 Page 12 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:4'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3.1 2.89 8.8 255.53.1780.6=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 = = = 146.7 1.00 146.7= = = Stem Weight(s) = 448.3 2.33 1,046.1 Earth @ Stem Transitions =Footing Weight = 675.0 1.50 1,012.5 Key Weight = 125.0 1.67 208.3 Added Lateral Load lbs =1,739.7 Vert. Component Total = 1,569.3 2,907.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =783.3 O.T.M. = Resisting/Overturning Ratio =1.67 Vertical Loads used for Soil Pressure =1,932.8 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) 171.2 2.83 2.83 485.2 485.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 702.7 2.11 1,484.2 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)0.069 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. Detail #3 Page 13 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:5'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 5.67 0.67 2.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #3 Page 14 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:5'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =1.63 Global Stability =2.61 OK Sliding =2.44 OK Total Bearing Load =2,451 lbs...resultant ecc.=10.78 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,538 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,277 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =10.2 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =1,035.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 687.4 1,836.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.50ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 8.00 Rebar Size =##4 4 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.209 0.549 Total Force @ Section =216.2 634.8lbs Moment....Actual =249.8 1,267.9ft-# Moment.....Allowable =1,193.2 2,308.7ft-# =2.4 6.9psi Shear.....Allowable =44.6 45.3psi Wall Weight =84.0 84.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,500psiFs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.63 7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 Detail #3 Page 15 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:5'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 2.50 1.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 20.00 1.50 ft Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 5 @ 14.35 in = = = = = 2,277 4,794 1,495 3,300 10.22 30.25 Heel: 0 0 122 122 1.90 30.98 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.36 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Key 2,392 35.51 35.61 6,406 Detail #3 Page 16 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:5'-8" Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3.1 3.39 10.4 342.53.6793.4=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 183.3 1.25 229.2= = = Stem Weight(s) = 532.3 2.83 1,508.2 Earth @ Stem Transitions =Footing Weight = 787.5 1.75 1,378.1 Key Weight = 250.0 2.00 500.0 Added Lateral Load lbs =2,646.2 Vert. Component Total = 1,964.1 4,318.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,035.3 O.T.M. = Resisting/Overturning Ratio =1.63 Vertical Loads used for Soil Pressure =2,451.4 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) 207.9 3.33 3.33 693.0 693.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 942.0 2.45 2,303.6 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)0.077 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. Detail #3 Page 17 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 7.67 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #4 Page 18 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Design Summary Wall Stability RatiosOverturning =2.78 Global Stability =1.78 OK Slab Resists All Sliding ! Total Bearing Load =3,940 lbs...resultant ecc.=6.27 in Eccentricity within middle thirdSoil Pressure @ Toe =750 psf OK Soil Pressure @ Heel =262 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,121 psf ACI Factored @ Heel =391 psf Footing Shear @ Toe =11.2 psi OK Footing Shear @ Heel =2.4 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =1,588.3 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##6 4 Rebar Spacing =16.00 8.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.120 0.739 Total Force @ Section =196.0 1,127.1lbs Moment....Actual =215.4 3,006.5ft-# Moment.....Allowable =1,782.1 4,063.6ft-# =2.1 8.1psi Shear.....Allowable =44.6 45.9psi Wall Weight =84.0 133.0psf Rebar Depth 'd'=3.81in 9.00 Masonry Data f'm =1,500 1,500psiFs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.63 11.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Detail #4 Page 19 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 5.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Footing Thickness =in 6.50= Cover @ Top =2.00 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:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 5 @ 14.35 in = = = = = 1,121 11,671 5,803 5,869 11.17 30.25 Heel: 391 51 337 285 2.41 30.98 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.53 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Detail #4 Page 20 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 535.14.59116.7=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 = = = 366.7 2.50 916.7= = = Stem Weight(s) = 929.0 5.44 5,058.1 Earth @ Stem Transitions = 110.1 5.83 642.3 Footing Weight = 1,462.5 3.25 4,753.1 Key Weight = 1.00 Added Lateral Load lbs =5,033.2 Vert. Component Total = 3,290.1 14,006.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,588.3 O.T.M. = Resisting/Overturning Ratio =2.78 Vertical Loads used for Soil Pressure =3,939.7 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) 421.9 6.25 6.25 2,636.6 2,636.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,471.6 3.06 4,498.1 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.027 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. Detail #4 Page 21 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 7.67 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =323.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =5.00 ft Eccentricity =0.00 in...Height to Bottom =4.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Detail #4 Page 22 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Design Summary Wall Stability RatiosOverturning =2.01 Global Stability =1.78 OK Slab Resists All Sliding ! Total Bearing Load =3,940 lbs...resultant ecc.=13.34 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,026 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,532 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =13.9 psi OK Footing Shear @ Heel =3.4 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =1,911.3 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Ratio > 1.0 Shear.....Actual Design Height Above Ftg =4.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##6 4 Rebar Spacing =16.00 8.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.130 1.097 Total Force @ Section =303.6 1,450.1lbs Moment....Actual =233.3 4,460.0ft-# Moment.....Allowable =1,782.1 4,063.6ft-# =3.3 10.4psi Shear.....Allowable =44.6 45.9psi Wall Weight =84.0 133.0psf Rebar Depth 'd'=3.81in 9.00 Masonry Data f'm =1,500 1,500psiFs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.63 11.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Detail #4 Page 23 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 5.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Footing Thickness =in 6.50= Cover @ Top =2.00 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:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 5 @ 14.35 in = = = = = 1,532 14,175 5,803 8,373 13.90 30.25 Heel: 0 3 337 334 3.40 30.98 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.53 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Detail #4 Page 24 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:7'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 535.14.59116.7=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 = = = 366.7 2.50 916.7= = = Stem Weight(s) = 929.0 5.44 5,058.1 Earth @ Stem Transitions = 110.1 5.83 642.3 Footing Weight = 1,462.5 3.25 4,753.1 Key Weight = 1.00 Added Lateral Load lbs =6,971.2 Vert. Component Total = 3,290.1 323.0 6.00 1,938.0 14,006.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,911.3 O.T.M. = Resisting/Overturning Ratio =2.01 Vertical Loads used for Soil Pressure =3,939.7 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) 421.9 6.25 6.25 2,636.6 2,636.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,471.6 3.06 4,498.1 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.037 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. Detail #4 Page 25 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 8.67 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #4 Page 26 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Design Summary Wall Stability RatiosOverturning =2.74 Global Stability =1.59 OK Slab Resists All Sliding ! Total Bearing Load =4,563 lbs...resultant ecc.=7.28 in Eccentricity within middle thirdSoil Pressure @ Toe =745 psf OK Soil Pressure @ Heel =258 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,116 psf ACI Factored @ Heel =387 psf Footing Shear @ Toe =12.9 psi OK Footing Shear @ Heel =2.8 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =1,939.4 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Ratio > 1.0 Shear.....Actual Design Height Above Ftg =4.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##6 4 Rebar Spacing =16.00 8.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.267 1.053 Total Force @ Section =331.4 1,425.8lbs Moment....Actual =476.1 4,280.0ft-# Moment.....Allowable =1,782.1 4,063.6ft-# =3.6 10.2psi Shear.....Allowable =44.9 46.1psi Wall Weight =84.0 133.0psf Rebar Depth 'd'=3.81in 9.00 Masonry Data f'm =1,500 1,500psiFs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.63 11.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Detail #4 Page 27 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 6.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Footing Thickness =in 7.50= Cover @ Top =2.00 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:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 5 @ 14.35 in = = = = = 1,116 16,582 8,229 8,353 12.85 30.25 Heel: 387 50 370 319 2.78 30.98 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.92 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Detail #4 Page 28 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 658.25.09129.4=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 440.0 3.00 1,320.0= = = Stem Weight(s) = 1,013.0 6.44 6,519.1 Earth @ Stem Transitions = 146.8 6.83 1,003.0 Footing Weight = 1,687.5 3.75 6,328.1 Key Weight = 1.00 Added Lateral Load lbs =6,794.1 Vert. Component Total = 3,764.1 18,627.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,939.4 O.T.M. = Resisting/Overturning Ratio =2.74 Vertical Loads used for Soil Pressure =4,563.1 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) 476.9 7.25 7.25 3,457.2 3,457.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,810.0 3.39 6,135.9 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)0.026 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. Detail #4 Page 29 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 8.67 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =413.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =5.70 ft Eccentricity =0.00 in...Height to Bottom =4.70 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Detail #4 Page 30 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Design Summary Wall Stability RatiosOverturning =1.95 Global Stability =1.59 OK Slab Resists All Sliding ! Total Bearing Load =4,563 lbs...resultant ecc.=16.10 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,042 psf OK Soil Pressure @ Heel =0 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,559 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =15.9 psi OK Footing Shear @ Heel =3.8 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =2,352.4 lbs Masonry Block Type = Stem Construction 2nd Bottom Stem OK Ratio > 1.0 Shear.....Actual Design Height Above Ftg =4.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##6 4 Rebar Spacing =16.00 8.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.390 1.581 Total Force @ Section =744.4 1,838.8lbs Moment....Actual =696.3 6,427.6ft-# Moment.....Allowable =1,782.1 4,063.6ft-# =8.1 13.2psi Shear.....Allowable =44.9 46.1psi Wall Weight =84.0 133.0psf Rebar Depth 'd'=3.81in 9.00 Masonry Data f'm =1,500 1,500psiFs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=7.63 11.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Detail #4 Page 31 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 6.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ft Heel Width = Footing Thickness =in 7.50= Cover @ Top =2.00 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:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 5 @ 14.35 in = = = = = 1,559 20,300 8,229 12,071 15.88 30.25 Heel: 0 0 370 369 3.82 30.98 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.92 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Detail #4 Page 32 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-8" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope - SLAB.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 658.25.09129.4=Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 440.0 3.00 1,320.0= = = Stem Weight(s) = 1,013.0 6.44 6,519.1 Earth @ Stem Transitions = 146.8 6.83 1,003.0 Footing Weight = 1,687.5 3.75 6,328.1 Key Weight = 1.00 Added Lateral Load lbs =9,561.2 Vert. Component Total = 3,764.1 413.0 6.70 2,767.1 18,627.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,352.4 O.T.M. = Resisting/Overturning Ratio =1.95 Vertical Loads used for Soil Pressure =4,563.1 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) 476.9 7.25 7.25 3,457.2 3,457.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,810.0 3.39 6,135.9 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)0.036 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. Detail #4 Page 33 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 8.00 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =0.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Detail #7 Page 34 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =3.01 Global Stability =1.71 OK Sliding =2.08 OK Total Bearing Load =4,587 lbs...resultant ecc.=4.37 in Eccentricity within middle thirdSoil Pressure @ Toe =800 psf OK Soil Pressure @ Heel =397 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,183 psf ACI Factored @ Heel =587 psf Footing Shear @ Toe =12.2 psi OK Footing Shear @ Heel =2.0 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =1,700.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,361.5 2,170.1 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Concrete Thickness =12.00 12.00 Rebar Size =##6 6 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.106 0.203 Total Force @ Section =330.9lbs Moment....Actual =475.2ft-# Moment.....Allowable =4,450.7 26,658.7ft-# =2.4psi Shear.....Allowable =44.9 58.8psi Wall Weight =133.0 150.0psf Rebar Depth 'd'=9.00in 9.63 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=11.63in Concrete Dataf'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =1,954.9lbsStrength Level Service Level Strength Level =5,430.3ft-# Service Level Strength Level =16.9psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=139.50in2 Detail #7 Page 35 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1297 in2/ft 0.0018bh : 0.0018(12)(12) :0.2592 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2592 in2/ft #4@ 9.26 in #4@ 18.52 in Provided Area :0.66 in2/ft #5@ 14.35 in #5@ 28.70 in Maximum Area :1.5647 in2/ft #6@ 20.37 in #6@ 40.74 in 5.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 24.00 3.50 ft Footing Thickness =in 6.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 6 @ 14.00 in = = = == 1,183 12,878 5,275 7,603 12.1630.25 Heel: 587 75 174 98 2.0330.98 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.53 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Key 3,718 34.0736.67 12,321 Detail #7 Page 36 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/O SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 574.34.75120.9=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 = = = 366.7 2.50 916.7= = = Stem Weight(s) = 1,220.7 5.50 6,713.9 Earth @ Stem Transitions =Footing Weight = 1,462.5 3.25 4,753.1 Key Weight = 400.0 4.17 1,666.7 Added Lateral Load lbs =5,575.7 Vert. Component Total = 3,889.9 16,800.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,700.3 O.T.M. = Resisting/Overturning Ratio =3.01 Vertical Loads used for Soil Pressure =4,587.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 440.0 6.25 6.25 2,750.0 2,750.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,579.4 3.17 5,001.4 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)0.030 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. Detail #7 Page 37 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Code References Calculations per IBC 2021, ACI 318-19, TMS 402-16 8.00 0.67 0.00 8.00 5,000.0 35.0 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 table above =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load =352.0 #/ft 40.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =5.30 ft Eccentricity =0.00 in...Height to Bottom =4.30 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Detail #7 Page 38 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Design Summary Wall Stability RatiosOverturning =2.16 Global Stability =1.71 OK Sliding =1.72 OK Total Bearing Load =4,587 lbs...resultant ecc.=11.21 in Eccentricity within middle thirdSoil Pressure @ Toe =1,115 psf OK Soil Pressure @ Heel =82 psf OK Allowable =5,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,649 psf ACI Factored @ Heel =122 psf Footing Shear @ Toe =16.4 psi OK Footing Shear @ Heel =3.2 psi OK Allowable =58.1 psi Sliding Calcs Lateral Sliding Force =2,052.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,361.5 2,170.1 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Concrete Thickness =12.00 12.00 Rebar Size =##6 6 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.170 0.267 Total Force @ Section =682.9lbs Moment....Actual =756.8ft-# Moment.....Allowable =4,450.7 26,658.7ft-# =4.9psi Shear.....Allowable =44.9 58.8psi Wall Weight =133.0 150.0psf Rebar Depth 'd'=9.00in 9.63 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=11.63in Concrete Dataf'c =3,000.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =2,306.9lbsStrength Level Service Level Strength Level =7,119.9ft-# Service Level Strength Level =20.0psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=139.50in2 Detail #7 Page 39 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.17 in2/ft 0.0018bh : 0.0018(12)(12) :0.2592 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2592 in2/ft #4@ 9.26 in #4@ 18.52 in Provided Area :0.66 in2/ft #5@ 14.35 in #5@ 28.70 in Maximum Area :1.5647 in2/ft #6@ 20.37 in #6@ 40.74 in 5.00 1.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ĳ Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =1,500psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 24.00 3.50 ft Footing Thickness =in 6.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in phiMn = phi*5*lambda*sqrt(fc)*Sm =# 6 @ 14.00 in = = = == 1,649 15,715 5,275 10,440 16.3930.25 Heel: 122 20 174 154 3.1530.98 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.57 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.53 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. ĳ Mn 4,95724,363=ft-# Key 3,718 34.0736.67 12,321 Detail #7 Page 40 of 41 02/04/25 Cantilevered Retaining Wall LIC# : KW-06015083, Build:20.25.02.03 Solid Forms Engineering (c) ENERCALC, LLC 1982-2025 DESCRIPTION:8'-0" W/ SEISMIC LOAD Project File: 4in HEEL - CANT - 2 to 1 slope.ec6 Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 574.34.75120.9=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 = = = 366.7 2.50 916.7= = = Stem Weight(s) = 1,220.7 5.50 6,713.9 Earth @ Stem Transitions =Footing Weight = 1,462.5 3.25 4,753.1 Key Weight = 400.0 4.17 1,666.7 Added Lateral Load lbs =7,793.3 Vert. Component Total = 3,889.9 352.0 6.30 2,217.6 16,800.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,052.3 O.T.M. = Resisting/Overturning Ratio =2.16 Vertical Loads used for Soil Pressure =4,587.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 440.0 6.25 6.25 2,750.0 2,750.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,579.4 3.17 5,001.4 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)0.041 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. Detail #7 Page 41 of 41 02/04/25