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HomeMy WebLinkAboutCDP 16-26; STRUCTURAL CALCULATIONS; 2019-06-12RANCHO COASTAL ENGINEERING Single Source Development Consultant June 12,2019 STRUCTURAL CALCULATIONS ff~ECjIAVED 1'(W JUN 18 2019 ND DEVELOPMENT THE SAIKI RESIDENCE ENGINEERING DESCRIPTION: PROPOSED SITE RETAINING WALLS 6764 STRAWBERRY PLACE CARLSBAD, CA 92008 OWNER / PERMITTEE: DEAN SAIKI I(fc5' rn C/O WNCENERAL CONTRACTORS ticI C3926 1 5411 AVINkDA ENCINAS, #255 CARLAb, CA 927' I/I OF GN i---11 -//T DATE R.C.E. 39726 EXPIRES 12-31-19 Planning Civil • Survey • Structural Rancho Coastal Engineering and Surveying, Inc. Mailing Address: 310 S. Twin Oaks Valley Rd., #107-297, San Marcos, CA 92078 Physical Address: 310 Via Vera Cruz, #205, San Marcos, CA 92078 Phone (760) 510-3152 I Fax: (760) 510-3153 I www.rcesd.com Project Name/Number ta Lot 4 Use menu item Settings> Printing & Title block Title Saiki: Site Wail Page: 1 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. escription..._.__-... Liki Site Wall This Wall in File: \\REMOTE\RedirectedFotders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (C) 1987-2019. Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: Rancho Coastal Engineering and Surveying Retained Height = 5.00 ft Wall height above soil = 0.50 ft Slope Behind Walt = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth,K 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingipSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Type Line Load Footing Width = 0.00 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 0.0 ft Wall to Fig CL Dist = 0.00 ft Poisson's Ratio = 0.300 Project Name/Number ata Lot 4 Use menu item Settings> Printing & Titie mock Title Saiki:Site Wail Page: 2 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 5-ft Saiki Site Wall This Wall in File: \\RE \1OTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project FilesTabata Lo RetainPro(c) 1987-2019, Build 11.19.05.22 . License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: Rancho Coastal Enaineerina and Survevina ic Load Method : Triangular Load at bottom of Triangular Distribution .......= 12.000 psf Total Strength-Level Seismic Load = 36.000 lbs Strength-Level) Total Service-Level Seismic Load = 25.200 lbs Project Name/Number 3ta Lot 4 Use menu item Settings > Printing & Title block Title Saiki:Site Wall Page: 3 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 5-ft Saiki Site Wall This Wall in File: \\REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019. Build 11.19.05.22 License: KW-06057835 - - Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall Design Summary Stability Ratios Overturning = 1.89 OK Sliding = 1.36 Ratio < 1.5! Soil Bearing Total Bearing Load = 1,745 lbs ...resultant ecc. = 7.81 in Soil Pressure @ Toe = 1,371 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 10,787 psf AC! Factored @ Heel = 0 psf Footing Shear @ Toe = 36.6 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Force Soil Over Heel (above water table, if any) 733.3 lbs Heel Active Pressure (above water table, if any) 810.0 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 * Heel Active Pressure 810.0 Sloped Soil Over Heel 0.0 Surcharge over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing 0.0 Adjacent Footing Load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 0.0 Seismic Load 25.2 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stem Weight(s) 462.0 Lateral on Key 0.0 Earth @ Stem Transitions 0.0 Totals = 835.2 lbs Footing Weight 450.0 Key Weight 100.0 *Includes water table effect Veil. Component ** 0.0 Total Vertical Loads 1,745.3 lbs * Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 835.2 lbs less 100% Passive Force = - 611.1 lbs less 100% Friction Force = - 523.6 lbs Added Force Req'd = 0.0 lbs OI ....for 1.5 Stability = 118.1 lbs NE Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Project Name/Number )ata Lot 4 Use menu item Settings> Printing & Thie mock Title Saiki:Site Wall Page: 4 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 5-ft Saiki Site Wall This Wall in File: \\REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019, Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 License To: Rancho Coastal Enaineerino and Survevino nurning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 733.3 lbs 2.33 ft 1,711.1ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 733.3 2.33 1,711.1 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 0.0 0.50 Surcharge Over Toe 0.0 Stem Weight(s) 462.0 1.33 616.0 Earth @ Stem Transitions 0.0 Footing Weight 450.0 1.50 675.0 Key Weight 100.0 1.50 150.0 Veil. Component 0.0 Total Vertical Loads 1,745.3 lbs Resisting Moment 3,152.1 ft-# Eccentricity 7.8 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 810.0 lbs 2.00 ft 1,620.0 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 0.0 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 25.2 2.00 50.4 Seismic-Self-weight 0.0 Totals 835.2 lbs Overturning Moment 1,670.4 ft-# Project Name/Number ata Lot 4 Use menu item Settings> Printing & Tit,e Duock Title Saiki:Site Wall Page: 5 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 5-ft Saiki Site Wall This Wall in File: \\REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019, Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: Rancho Coastal Engineering and Surveying Stem Design Summary Bottom Stem OK Design Height Above Ftg ft 0.00 Wall Material Above "lit" = Masonry Design Method = LRFD LRFD LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing 16.00 Rebar Placed at = Edge Design Data fbIFB + fa/Fa = 0.451 Total Force @ Section Service Level lbs = Strength Level lbs = 925.0 Moment .... Actual Service Level Strength Leve ft-# = 1,541.7 Moment.....Allowable = 3,411.6 Shear.....Actual Service Level psi = Strength Leve psi = 10.1 Shear ..... Allowable psi = 69.7 Anet 1n2 = 91.50 139.50 115.50 Rebar Depth 'd' in = 5.25 Masonry Data fm psi = 1,500 Fy psi = 40,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Wall Weight psf = 84.0 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = LRFD Concrete Data fc psi = Fy psi = Project Name/Number ata Lot 4 Use menu item Settings> Printing & Ti ..ock Title Saiki:Site Wall Page: 6 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 5-ft Salk! Site Wall This Wall in File: \\REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019, Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: Rancho Coastal Engineering and Surveying Footing Data Toe Width = 1.00 It ft = 2,500 psi Heel Width 2.00 Fy = 40,000 psi Total Footing Width = 3.00 ft Footing Concrete Density = 150.00 pcf Footing Thickness = 12.00 in Mm. As % = 0.0018 Key Width = 12.00 in Rebar Cover @Top = 2.00 in Key Depth = 8.00 in @ Bottom = 3.00 in Key Distance from Toe = 1.00 ft Footing Design Results I2Q Heel Factored Pressure = 10,787 0 psf Mu': Upward = 4,688 86 ft-# Mu': Downward = 9,360 933 ft-# Mu: Design = 626 848 ft-# Actual 1-Way Shear = 36.65 6.90 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Key: Not req'd: Mu <phi*5*lambda*sqrt(f c)*Sm Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per fc 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4Q 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Tosion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.070 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number ate Lot 4 Use menu item Settings> Printing & Title Block Title Saiki:Site Wall Page: 1 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. rDesPon — L -ft Saiki Site Wall .5 This Wail in File: \REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987.2019, Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: Rancho Coastal Engineering and Surveying Criteria Retained Height = 6.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Li Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 2,500.0 psf Soil Density, Heel = 110.00 Pcf Equivalent Fluid Pressure Method Soil Density, Toe = 0.00 pcf Active Heel Pressure = 45.0 psf/ft FootingISoil Friction = 0.300 Soil height to ignore = for passive pressure = 12.00 in Passive Pressure = 200.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 Used To Resist Sliding & Overturning Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0#Ift ...Height to Top = 0.00 ft ...Height to Bottomi 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Type Line Load Footing Width = 0.00 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 0.0 ft Wall to Ftg CL Dist = 0.00 ft Poisson's Ratio = 0.300 Project Name/Number iata Lot 4 Use menu item Settings> Printing & Titue Duock Title Saiki:Site Wall to set these five lines of information Dsgnr: DEL for your program. Description.... 6.5-ft Saiki Site Wall This Wall in File: \REMOTE\RedirectedFolders\Doug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro Build 11.19.05.22 6H 14 IAIdl Page: 2 Date: 3 JUN 2019 Cl Iu.Iue; r%vv-vuu15.3 UWIUIuIuuI Vyaul '..,00e: L,bL ZUIO,Pt...I JW-iq,MLI iU-13 License To: Rancho Coastal Enainerino and Survevinn re Seismic Load Method : Triangular Load at bottom of Triangular Distribution .......= 12.000 psf Total Strength-Level Seismic Load = 45.000 lbs Strength-Level) Total Service-Level Seismic Load 31.500 lbs Project Name/Number oata Lot 4 Title Saiki: Site Wall Page: 3 Dsgnr: DEL Date: 3 JUN 2019 Description.... 6.5-ft Saiki Site Wall 10 Ay Documents\RetainPro 10 Project Files\Tabata Lo Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Use menu item Settings> Printing & TKia ..ock to set these five lines of information for your program. This Wall in File: License: KW-06057835 License To: Rancho Coastal Wall Design Summary Stability Ratios Overturning = 2.14 OK Sliding = 1.31 Ratio < 1.5! Soil Bearing Total Bearing Load = 3,006 lbs ...resultant ecc. = 9.26 in Soil Pressure @ Toe = 1,632 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 16,227 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 81.3 psi NG Footing Shear © Heel = 9.7 psi OK Allowable = 75.0 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Force Soil Over Heel (above water table, if any) 1,668.3 lbs Heel Active Pressure (above water table, if any) 1,265.6 lbs Soil Over Heel (lelow water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel! 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 * Heel Active Pressure 1,265.6 Sloped Soil Over Heel 0.0 Surcharge over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing 0.0 Adjacent Footing Load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stern 0.0 Load @ Stern Above Soil 0.0 Axial Live Load on Stem * Omit Added Lateral Load 0.0 Soil Over Toe 0.0 Seismic Load 31.5 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stern Weight(s) 588.0 Lateral on Key 0.0 Earth @ Stem Transitions 0.0 Footing Weight 600.0 Totals = 1297.1 lbs Key Weight 150.0 *Includes water table effect Vert. Componem ** 0.0 Total Vertical Loads 3,006.3 lbs Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 1,297.1 lbs less 100% Passive Force = - 800.0 lbs less 100% Friction Force = - 901.9 lbs Added Force Req'd = 0.0 lbs 014 ....for 1.5 Stability = 243.8 lbs NC Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Project Name/Number ata Lot 4 Use menu item Settings> Printing & Title Block Title Saiki:Site Wall Page: 4 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 6.5-ft Saiki Site Wall This Wall in File: \\REMOTE\RedirectedFoldersDoug\My Documents\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019, Build 11.19.05.22 License : KW-06057835 - - - Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 1,668.3 lbs 2.83 ft 4,726.9ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,668.3 2.83 4,726.9 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 0.0 0.50 Surcharge Over Toe 0.0 Stem Weight(s) 588.0 1.33 784.0 Earth @ Stem Transitions 0.0 Footing Weight 600.0 2.00 1,200.0 Key Weight 150.0 1.50 225.0 Vert. Component 0.0 Total Vertical Loads 3,006.3 lbs Resisting Moment 6.935.9 Eccentricity 9.3 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 1,265.6 lbs 2.50 ft 3,164.1 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 0.0 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 31.5 2.50 78.8 Seismic-Self-weight 0.0 Totals = 1,297.1 lbs Overturning Moment 3,242.8 ft-# Project Name/Number iata Lot 4 Title Saiki:Site Wall Page: 5 Dsgnr: DEL Date: 3 JUN 2019 Description.... 6.5-ft Salk! Site Wall Ay Documents\RetainPro 10 Project Files\Tabata Lo Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Use menu item Settings> Printing & Titue block to set these five lines of information for your program. This Wall in File: gn Summary Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Design Method = LRFD LRFD LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fbIFB + fa/Fa = 0.986 Total Force @ Section Service Level lbs = Strength Level lbs = 1,554.8 Moment .... Actual Service Level Strength Leve ft-# = 3,368.7 Moment.....Allowable = 3,411.6 Shear.....Actual Service Level psi = Strength Leve psi = 17.0 Shear.....Allowable psi = 69.7 Anet 1n2 = 91.50 139.50 115.50 Rebar Depth 'd' in = 5.25 Masonry Data I'm :5l = 1,500 Fy psi = 40,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Wall Weight psi = 84.0 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = LRFD Concrete Data f'c psi = Fy psi = Project Name/Number iata Lot 4 ¼ Use menu item Settings > Printing & Tit ....,ck Title Saiki:Site Wall Page: 6 to set these five lines of information Dsgnr: DEL Date: 3 JUN 2019 for your program. Description.... 6.5-ft Saiki Site Wall This Wall in File: \\REMOTE\RedirectedFolders\Doug\My Documènts\RetainPro 10 Project Files\Tabata Lo RetainPro (c) 1987-2019, Build 11.19.05.22 License: KW-06057835 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: Rancho Coastal Engineering and Surveying Footing Data Toe Width = 1.00 ft ft = 2,500 psi Heel Width = 3.00 Fy = 40,000 psi Total Footing Width = 4.00 ft Footing Concrete Density = 150.00 pcf Footing Thickness = 12.00 in Mm. As % = 0.0018 Key Width 12.00 in Rebar Cover @ Top = 2.00 in Key Depth = 12.00 in @ Bottom = 3.00 in Key Distance from Toe = 1.00 ft Footing Design Results I2Q Heel Factored Pressure = 16,227 0 psf Mu': Upward = 7,380 850 ft-# Mu': Downward = 9,360 3,229 ft-# Mu: Design = 831 2,380 ft-# Actual 1-Way Shear = 81.28 9.66 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 1.04 1n2 Min footing T&S reinf Area per fo 0.26 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.079 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.