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HomeMy WebLinkAboutWPO201500015 Calculations WPO VSMP 2015-11-19 . . DUNBAR AMBIT PROJECT SHEET NO 1 of 10 PITTMAN&VAUGHANy,PILC SUBJECT RETAINING WALL JOB NO 1508-40 COKSULTOKI STRI ,TO 4L$AM t1RE BY SDB DATE 11/9/15 1101b d$L 1Z,.-4::barletteitvillok,VA.22002 {? 413 ,,WWw.dirivtrYMOM CK DATE q CANTILEVERED CONCRETE RETAINING WALL DESIGN I I i I i 1 t i i 1t 1 4.1 Vile " NO SOILS REPORT AVAILABLE - �' I� ,I!4 . i. DESIGN ASSUMPTIONS: I- = 110 PCF (NO.57 STONE BACKFILL) w µ = 0.35 (COEFFICIENT OF FRICTION) o w / .,to / KA = 30 PCF (ACTIVE PRESSURE) w - ; Kp = 300 PCF (PASSIVE PRESSURE) / .: /J2 ALL.SOIL BEARING = 2,000 PSF - 1 WALL THICKNESS,t = IN. ti , ti d = 7.75 I N. --` . 114"...4' TOE HEEL SURCHARGE,q = 0 PSF (PASSENGER CAR SURCHARGE) .' / t BACKFILL SLOPE = REINFORCING STEM VERT REINF(RETAIN PRO OUTPUT,0.0012Ag min.): #5@18" FTG CONT REINF:0.0018Ag = 0.0018 x 12 x 12 x1-77-q=. 1.30 IN (6)45 FTG TRANSVERSE(RETAIN PRO OUTPUT): #4@9" O�Vy',ALTH OF L 144 Stephen D.Barber • Loc.No.025731 • % ioNAL v.- Use menu item Settings>Printing&Title Block 2 9 Title 10":Cont With 8'-0"Height Page: to set these five lines of information Job# 1508-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 8'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SR\MCalcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo RetainPro 10(c)1987-2014, Build 10.14.12.11 License:KW-06056801C v/&rpdRetaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:DUNBAR MILBY WILLIAMS PITT Criteria 0 Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Y`. .<' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method .:;• Heel Active Pressure = 30.0 psf/ft Slope Behind Wall = = Height of Soil over Toe = . in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.350 _ra `=1 Soil height to ignore _ for passive pressure = 12.00 in — " Surcharge Loads ` Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning .,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem Footing Type Line Load –. ` by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Use menu item Settings>Printing&Title Block Title 10":Cone With 8'-0"Height Page: 3 to set these five lines of Information Job# 1508-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 8'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRW\Calcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Sb RetainPro 10(e8)�198gg7--221014, Build 10.14.12.11 (���}��� License:Iio:DUNBAR MILBY WILLIAMS PITTNrihnt.11t7 V2f1�a� tainin Wail Design Code: IBC 2009,ACI 318-08,ACI 530-08 License o: 9 9 Design Summary I Stem Construction I 2nd Bottom Stem OK Stem OK Wall Stability Ratios .../ Design Height Above Ftg ft= 2.80 0.00 Overturning = Wall Material Above"Hr = Concrete Concrete Sliding = (3.g1 Design Method = LRFD LRFD LRFD Thickness = 8.00 8.00 (USE 10"FOR DELTA CONTROL) Total Bearing Load = 7,352 lbs Rebar Size = # 4 # 5 ...resultant ecc. = 6.05 in Rebar Spacing = 18.00 18.00 Soil Pressure©Toe = 1,459 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure @ Heel = 593 psf OK fb/FB+fa/Fa = - 0.306 0.736 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,751 psf ACI Factored©Heel = 711 psf Strength Leve lbs= 649.0 1,536.0 Footing Shear @ Toe = 8.3 psi OK Moment...Actual Service Level ft4= Footing Shear©Heel = 16.2 psi OK Strength Level ft4= 1,124.9 4,096.0 Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) phiMn or Mallowable ft4= 3,671.3 5,565.4 Lateral Sliding Force = 2,012.5 lbs 4 Shear Actual less 100%Passive Force= - 450.0 lbs f Service Level psi= e-g 0 o rtction Force = 1:573.216s . Strength Level psi= 8.7 20.7 Added Force Req'd = 0.0 lbs OK Vallowable/(bd) psi= 82.2 82.2 ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.25 6.19 Masonry Data fm psi= Load Factors Fs psi= Building Code IBC 2009,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' = Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.600 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD Concrete Data fc psi= 3,000.0 3,000.0 Fy psi= 60,000.0 60,000.0 Footing Dimensions 8 Strengths I Footing Design Results I Toe Width = 1.33 ft Toe Heel Heel Width = 5.83 Factored Pressure = 1,751 711 psf Total Footing Width = 7.17 Mu' Upward = 1,498 12,826 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,871 19,529 ft-# Mu: Design = -373 6,702 ft4 Key Width = 24.00 in Actual 1-Way Shear = 8.27 16.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4©18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4©9.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #7 @ 0.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 3.00 @ Btm.= 3.00 in Toe: Notreq'd,Mu<S*Fr Heel:#4©9.26 in,#5©14.35 in,#6©20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: Not req'd,Mu<S*Fr Use menu item Settings>Printing&Title Block Title 10":Conc With 8'-0"Height Page: 4 to set these five lines of information Job# 1508-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 8'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRW\Calcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo Ell= 1100(c)1987-2014, Build 10.14.12.11 Lll=To DUR MILBY WILLIAMS prmaienfficiliPtaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 _Summary of Overturning&Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-# Heel Active Pressure = 2,012.5 3.86 7,770.6 Soil Over Heel = 4,546.4 4.58 20,835.3 Surcharge over Heel = Sloped Soil Over Heel = 734.0 5.44 3,995.8 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.67 Surcharge Over Toe = Total 2,012.5 O.T.M. 7,770.6 Stem Weight(s) = 850.0 1.67 1,416.4 Earth @ Stem Transitions= 146.7 2.08 305.5 = = Footing Weight = 1,074.9 3.58 3,851.4 Resisting/Overturning Ratio = 3.91 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 7,351.9 lbs Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 7,351.9 lbs R.M.= 30,404.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 175.0 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. • Use menu item Settings>Printing&Title Block Title 10"Conc With 6'-0"Height Page: 5 to set these five lines of Information Job# 1508-00 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 6'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SR\MCalcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo RetainPro 10(c)1987-2014,1Build 10.14.12.11 ��}��� Rp License:WEBER MILBY WILLIAMS PITTI�I�►NX 119V2Ua fletaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License o Criteria I Soil Data I .1--- Retained Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Slope Behind Wall = 2.00:1 = Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 111.00 pcf Soil Density,Toe = 0.00 pcf FootingljSoil Friction = 0.350 " 4A-",,-; Soil height to ignore — ,i' for passive pressure = 12.00 in " " Surcharge Loads i Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ‘ has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 6.0 in Use menu item Settings>Printing&Title Block Title 10":Conc With 6'-0"Height Page: 6 to set these five lines of information Job# 1506-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 6'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRW\Calcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo RetainPro 10(c)g�1155988g7.22q014, Build 10.14.12.11 License To:DUNBAR MILBY WILLIAMS PITTIRWORMARietaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.57 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 OK Design Method = LRFD LRFD LRFD Thickness = 8.00 Total Bearing Load = 2,922 lbs Rebar Size = # 4 ...resultant ecc. = 6.48 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 1,361 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 130 psf OK -fb/FB+fa/Fa - 0.471 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored©Toe = 1,633 psf ACI Factored @ Heel = 155 psf Strength Leve lbs= 864.0 Moment...Actual Footing Shear @ Toe = 4.5 psi OK Service Level ft-# Footing Shear©Heel = 10.4 psi OK Strength Level ft-#= 1,728.0 Allowable = 82.2 psi Sliding Calcs (Vertical Component NOT Used) phiMn or Mallowable = 3,671.3 Lateral Sliding Force = 980.1 lbs Shear Actual less 100%Passive Force= - 450.0 lbs Service Level psi= less 100%Friction Force = - 1,022.8 lbs Strength Level psi= 11.5 Added Force Req'd = 0.0 lbs OK Vallowable/(bd) psi= 82.2 ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Load Factors Fs psi= Building Code IBC 2009,ACI Solid Grouting = Dead Load 1.200 Modular Ratio'n' = Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.600 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD Concrete Data Pc psi= 3,000.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.09 ft Toe Heel Heel Width = 2.83 Factored Pressure = 1,633 155 psf Total Footing Width = 3.92 Mu':Upward = 886 1,003 ft-# Footing Thickness = 12.00 in Mu':Downward = 553 2,523 ft-# Mu: Design = 333 1,520 ft-# Key Width = 24.00 in Actual 1-Way Shear = 4.48 10.36 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4©18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #7©0.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: Not req'd,Mu<S*Fr ' Use menu item Settings>Printing&Title Block Title 10";Conc With 6'-0"Height Page: 7 to set these five lines of information Job* 150$-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 6'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRVACalcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo lRetainPro 10(c)1987-2014, Build 10.14.12.11 ��}��� R� Lticense To DUNBOAR MILBY WILLIAMS Pirra t;M7nrAiihietaining Wail Design Code:IBC 2009,ACI 318-08,ACI 530-08 Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.1 2.69 2,640.7 Soil Over Heel = 1,442.8 2.84 4,094.4 Surcharge over Heel = Sloped Soil Over Heel = 130.2 3.20 416.6 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.54 Surcharge Over Toe = Total 980.1 O.T.M. 2640,7 Stem Weight(s) = 650.0 1.42 923.9 Earth @ Stem Transitions= 111.0 1.84 204.0 = = Footing Weight = 588.2 1.96 1,153.1 Resisting/Overturning Ratio = 2.57 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 2,922.2 lbs Veil.Component = Vertical component of active pressure NOT used for soil pressure Total= 2,922.2 lbs R.M.= 6,791.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 175.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.090 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. • Use menu item Settings>Printing&Title Block Title 10":Conc With 4'-0"Height Page: 8 to set these five lines of information Job# 1508-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 4'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRW\Calcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo LLRetainProK100(c)1987-2014, Build 10.14.12.11 breis a To DUNBAR MILBY WILLIAMS PITTPRWOUffighletaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 Criteria I Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Slope Behind Wall = 2.00:1 Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads II Lateral Load Applied to Stem i Adjacent Footing Load Surchar a Over Heel = 0.0 psf Adjacent FootingLoad = 0.0 lbs g Lateral Load = 0.0#/ft NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft _Axial Load Applied to Stem 11has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 6.0 in • Use menu item Settings>Printing&Title Block Title 10":Conc With 4'-0"Height Page: 9 to set these five lines of information Job# 1508-40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 4'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRW\Calcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo RetainPro 10(c)1987-2014, Build 10.14.12.11 License:ISW-0¢0589_ qAR MILKY WILLIAMS PITTA > sustaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License o Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.39 OK Wall Material Above"Ht" = Concrete Sliding = 2.05 OK Design Method = LRFD LRFD LRFD Thickness = 8.00 Total Bearing Load = 1,449 lbs Rebar Size = # 4 ...resultant ecc. = 4.94 in Rebar Spacing = 18.00 Soil Pressure @Toe = 1,153 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 7 psf OK fb Allowable = 2,000 psf +fa/Fa = 0.139 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,383 psf ACI Factored©Heel = 8 psf Strength Leve lbs= 384.0 Footing Shear @ Toe = 0.0 psi OK Moment...Actual Service Level ft-# Footing Shear @ Heel = 4.8 psi OK Strength Level ft-#= 512.0 Allowable = 82.2 psi Sliding Calm (Vertical Component NOT Used) phiMn or Mallowable = 3,671.3 Lateral Sliding Force = 467.6 lbs Shear Actual less 100%Passive Force= - 450.0 lbs Service Level psi= less 100%Friction Force = - 507.1 lbs Strength Level psi= 5.1 Added Force Req'd = 0.0 lbs OK Vallowable/(bd) psi= 82.2 ....for 1.5:1 Stability = 0.0 lbs OK Wall Weight = 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Load Factors Fs psi= Building Code IBC 2009,ACI Solid Grouting = Dead Load 1.200 Modular Ration' = Live Load 1.600 Short Term Factor = Earth,H 1.600 Equiv.Solid Thick. = Wind,W 1.600 Masonry Block Type = Medium Weight Seismic,E 1.000 Masonry Design Method = ASD Concrete Data Pc psi= 3,000.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.83 Factored Pressure = 1,383 8 psf Total Footing Width = 2.50 Mu':Upward = 280 151 ft-# Footing Thickness = 12.00 in Mu':Downward = 173 516 ft-# Mu: Design = 107 365 ft-# Key Width = 24.00 in Actual 1-Way Shear = 0.00 4.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4©18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #7©0.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: Not req'd,Mu<S*Fr • Use menu item Settings>Printing&Title Block Title 10"0ont With 4'-0"Height Page: 10 to set these five lines of information Job# 1508.40 Dsgnr: Date: 9 NOV 2015 for your program. Description.... 4'-0"Max Height Wall This Wall in File:G:\2015\1508-40 Free State Run SRWCalcs\4'-8'Conc(10 Inch)RW 2 1 Backfill Slo RetainPro 10(c)1987-2014,8gBuild 10.14.12.11 (±antj�A Rp License:Kw-0DUNBOAR MILBY WILLIAMS PITTItI<AR>l1YCl VAUG�/II�"tainin Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: U g g Summary of Overturning&Resisting Forces&MomentsII OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.6 1.86 870.2 Soil Over Heel = 513.2 1.92 983.2 Surcharge over Heel = Sloped Soil Over Heel = 37.4 2.11 78.9 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.33 Surcharge Over Toe = Total 467.6 O.T.M. 870.2 Stem Weight(s) = 450.0 1.00 449.7 Earth @ Stem Transitions= 73.3 1.42 103.8 = = Footing Weight = 374.9 1.25 468.4 Resisting/Overturning Ratio = 2.39 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 1,448.8 lbs Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 1,448.8 lbs R.M.= 2,084.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. L Tllt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 175.0 pci Horizontal Deft©Top of Wall(approximate only) 0.082 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.