InputsDesign of Retaining WallINSTRUCTIONS:All inputs must be at white boxed cells or combo drop-downs only.UNITS:1SIUnitsEnglishInternational System (SI)International System (SI) unitsUse length units in mmmmmm1.2000.0000.3500.0002.5001.200.3502.5E =200000MPaE =200000MPaf'c =21MPaf'c =21MPafy =420MPafy =420MPaWconc =24kN per cu mWconc =24kN per cu mL strip, b =1mHor. surcharge =1.96kPaL strip, b =1mHor. surcharge =1.96kPaat distance ds =0.000mat distance ds =0mActive Wsoil =16kN per cu mfrom the left of backfill.Active Wsoil =16kN per cu mfrom the left of backfill.Active Int. fric angle, =21degdsBackfill angle =0degActive Int. fric angle, =21degdsBackfill angle =0degYeswith the horizontal.with the horizontal.Sliding friction =0.5NoW0Sliding friction =0.5W0FS sliding =1.52Neglect Lateral Passive Pressure?Anchor =kNFS sliding =1.52Anchor =0kNFS overturning =22Neglect the Passive Top Soil?@mFS overturning =22@0mFS soil bearing =3from the bottomFS soil bearing =3from the bottom.Passive Wsoil =16kN per cu mPassive Wsoil =16kN per cu mPassive Int. fric angle, =21deg5.3mPassive Int. fric angle, =21deg5.3mCohesion of passive soil =0kPa005.8m005.8mBCBChp =1.5mhp =1.5mUse: hp =1.5mAnchor =kNAnchor =0kNMain bar =12.7mmMain bar =12.7mmTemperature bar =9.5mmTemperature bar =9.5mmConcrete Cover =40mmL =mD =0.5mConcrete Cover =40mmL =4.05mD =0.5m500500Optional Values:Approximate Measurements:Remarks:Optional Values:Approximate Measurements:Remarks:Ca =L = 0.600h =3.480mFS sliding ->1.53 - SAFE!Ca =0L = 0.600h =3.48mFS sliding ->1.53 - SAFE!Cp =0C = 0.100h =0.580mFS overturning ->2.979 - SAFE!Cp =0C = 0.100h =0.58mFS overturning ->2.979 - SAFE! =D = 0.100h =0.580mFS soil bearing ->0.822 - UNSAFE! =0D = 0.100h =0.58mFS soil bearing ->0.822 - UNSAFE!B = 0.333L =1.159mShear ->UNSAFE!B = 0.333L =1.15884mShear ->UNSAFE!W =0.300mBending ->SAFE!W =0.3mBending ->SAFE!International System (SI)This portion is not available...English unitsUse length units in m3.0001.0002.0003.000E =29000000psif'c =3000psify =60000psiWconc =150lbs per cu ftL strip, b =1ftHor. surcharge =300psfat distance ds =ftActive Wsoil =100kN per cu mfrom the left of backfill.Active Int. fric angle, =35degdsBackfill angle =35degYeswith the horizontal.Sliding friction =0.5NoW0FS sliding =1.51Neglect Lateral Passive Pressure?Anchor =lbsFS overturning =22Neglect the Passive Top Soil?@30ftFS soil bearing =3from the bottomPassive Wsoil =100kN per cu mPassive Int. fric angle, =35deg28ft0.0356991127030ftBChp =2mUse: hp =2mAnchor =0lbsMain bar =1inTemperature bar =0.75inConcrete Cover =3inL =9ftD =2ft24Optional Values:Approximate Measurements:Remarks:Ca =0.32L = 0.600h =18.000ftFS sliding ->1.53 - SAFE!Cp =C = 0.100h =3.000ftFS overturning ->2.979 - SAFE! =0.009D = 0.100h =3.000ftFS soil bearing ->0.822 - UNSAFE!B = 0.333L =5.994ftShear ->UNSAFE!W =1.000ftBending ->SAFE!This portion is not available...

OutputsDesign of Retaining Wallmmmmm1.200.3502.5Hor. surcharge =1.96kPaat distance ds =0mfrom the left of backfill.Backfill angle =0deg( 35) with horizontal.Anchor =0kN@0mfrom the bottom.5.3m005.8mhp =1.5mL =4.05mD =0.5m500Bottom Anchor =0kNOptional Values:0Approximate Measurements:Ca =00L = 0.600h =3.48mCp =00C = 0.100h =0.58m =00D = 0.100h =0.58mB = 0.333L =1.15884mW =0.3mE =200000MPaActivePassivef'c =21MPaWsoil =1616kN/mfy =420MPaAngle of Internal Friction, =2121degWconc =24kN/mLstrip, b =1m1000Sliding Friction =0.5Main bar =12.7mmNOT OK!UNSAFE!SAFE!FSsliding =1.51.53 - SAFE!Temperature bar =9.5mmFS overturning =22.979 - SAFE!Concrete Cover =40mm0.04FS soil bearing =30.822 - UNSAFE!Allowable Clear Spacing =25mmProgram Created by: Engr. Jeremy E CaballesL Scale =0.1724137931V P Scale =0.0014706991L P Scale =0.0039362926Edge Dist =0.044754.3 mx -origin =01.2 my -origin =00.0000.35 m00.0862068966-0.26724137930.2586206897-0.81-0.267241379300.43103448281-0.00771551720.99310344830.0000.43103448280.0862068966-0.26724137930.0862068966-0.06034482761-0.2672413793-0.20.43103448280-0.00771551720.08620689662.5 m0.431034482800.4310344828-0.03910299850.60358011780-0.00771551720.00689655174.3 m-0.2672413793001-0.80.08620689660.431034482800.43103448281-0.00771551720.00689655171 m-0.26724137930.086206896600.0862068966-0.26724137930.08620689660.5 m-0.06034482760.08620689660.91-0.04754090930.0784913793ha = 5.8 m-0.06034482761-0.06034482761-0.800.90-0.00771551720.0784913793hs = 5.8 m01-0.06034482760.0862068966-0.267241379300.903644282800.4241379310.0784913793Hor. Sur., q = 1.96 kPa00.08620689660.90364428281001-0.810.91-0.26034482760.0077155172Pa = 43.835 kN/m0100.0862068966-0.80.2586206897-0.06034482760.0077155172Pp = 50.809 kN/m01-0.80.0862068966-0.90.2586206897-0.02051943560.0077155172Ps = 0.926 kN/m1.1101-0.80-0.90W1=48.6 kN00.0862068966-0.80-1.10W2=44.52 kN01-0.90.2586206897W3=0 kN01.10.43103448281-0.26724137930.0862068966W4=0 kN1.11.10.43103448280.0862068966-0.26724137931.301-0.01543103450W5=0 kN1.1101-0.01543103450W6=212 kN01-0.06034482760.086206896600W7=0 kN00.08620689660.43103448281-0.06034482761.30.43103448280.333333333300W8=19.2 kN0101.0000.58103448280.3333333333W9=0 kN01-0.060344827610.43103448281.00000Ws=4.9 kN-0.80.25862068970.43103448281-0.06034482761.30.42103448280.333333333300qtoe = 135.99 kPa-0.06034482760.25862068970.43103448281.0000.4210.3333333333qheel = 26.588 kPa-0.06034482760.0862068966011.11-0.50Ha=127.12 kN-0.80.258620689700.086206896601.30.4310.3333333333-0.50Hs=5.37 kN-0.900.43103448280.0860.5810.3333333333Va=0 kN0.4310344828100.08620689661.10.0860.43103448280q = 26.588 kPa-0.80.25862068971.1101.30.8900.50.43103448280D = 0.5 m-0.06034482760.25862068971.111.0400.5h1 = 5.3 m0.431034482800.431034482811.10.086h2 = 5.3 m-0.811.100.43103448281.3-0.9000.08620689660-0.80.25862068970.8500.086-1.1000.08620689660-0.80.08620689661.11-0.26724137931.30.8501.000f'c =21MPa-0.801.10-0.06034482761.30.0040fy =420MPa-0.80-0.06034482761.30.004-0.2Wconc = 24kN/m0101.3Lstrip, b = 1m-0.80.08620689660.85101.3-0.046-0.01Sliding Friction =0.5-0.06034482760.08620689660.43103448281.3-0.196-0.01FSsliding = 1.50.851FS overturning = 20.850FS soil bearing = 3Wsoil = 16 kN/mAngle of Internal Friction, =21 degWsoil = 16 kN/mAngle of Internal Friction, =21 degMain bar =12.7 mmTemperature bar =9.5 mmConcrete Cover =40 mmAllowable Clear Spacing = 25 mm000Program Created by: Engr. Jeremy E CaballesComputing the Soil Pressure Coefficients: (Rankine's Formula)Distance of the Resultant from the toe: = 1 =0.36652radXc =(RM-OM)/RvBackfill angle, =0.00000rad=1.571me =L/2-Xc=0.454mc =L/2=2.025mCa =0.472Soil Pressure under heel and toe:A = bL =4.050sq mI = bL/12 =5.536m^4q at toe =-Rv(1+6e/L)/LCp =2.117qtoe =135.990kPaActive Pressure:ha =5.800mq at heel =-Rv(1-6e/L)/Lpa =Ca ha bPa =43.835kN/mqheel =26.588kPaPa =Ca ha/2 bPa =127.120kNHa =Pa cosHa =127.120kNVa =Pa sinVa =0.000kN(ha < 6.0 m)Factor of Safety:Consider Weight of Passive Top SoilnnFS overturning =RM/OMTherefore Use: hp =1.500m=2.979> 2 SAFE!Consider Weight of Passive Top SoilPassive Pressure:FS sliding =Rv+Hp0Pp =Cp hp bPp =50.809kN/m(Ha+Hs)Hp =Cp hp/2 bHp =38.107kN=1.530> 1.5 SAFE! = 2 =21.000deg or0.36652radSurcharge:Nc =(Nq-1)coth's =5.800m=15.81488x1 =0.000mNq =tan(45+/2)exp(tan)y1 =5.300m=7.07076x2 =0.000mN =2(Nq+1)tany2 =5.300m=6.19615hs =5.800mq =hpPs =Ca x Sur x bPs =0.926kN/m=24.00000kPaHs =Ps x hsHs =5.370kNB' =B-2e=3.14156mRighting Moment: (Consider Weight of Passive Top Soil)Fcd =1+0.4(D/B')Load(kN)Mom Arm (m)Mom (kN-m)=1.19099W148.6002.02598.415Fqd =1+2tan(1-sin)(D/B')W244.5201.37561.215=1.15091W30.0001.2000.000Fd =1.00000W40.0001.5500.000=1.00000W50.0001.5500.000 =arctan(Rhcos/Rv)W6212.0002.800593.600=0.38260radW70.0003.2170.000Fci = Fqi =(1-/90)W819.2000.60011.5200=0.57218W90.0001.2000.0000Fi =(1-/)Ws4.9002.80013.720=0.00193Va0.0004.0500.000qu =CNcFcdFci+qNqFqdFqi+(1/2)B'NFdFi (for strip foundation)Rv =329.220RM =778.470kN-m=111.847kPaFS soil bearing =qu/qtoeOverturning Moment: (Neglect the Effects of Lateral Passive Soil Pressure)=0.822< 3 UNSAFELoad(kN)Mom Arm (m)Mom (kN-m)Ha127.1201.933245.766Hs5.3702.90015.572HANCHOR00.0000.000HANCHOR0.0000.0000.000Rh =132.490OM =261.338kN-mProgram Created by: Engr. Jeremy E CaballesDesign of stem: (Neglect Passive Pressure with Load Factor = 1.7)Design Load:h1 =5.300m0.43103448281.000P1 =1.7 Ca Ws b (h1) / 20.43103448280.086P1 =180.451kN0.60358011780.086H1 =P1 cos0.43103448281H1 =180.451kNH1 = 180.451 kNh2 = hs - d =5.300m0.91H2 =1.7 Ca qs b h20.90.086H2 =8.342kNH2 = 8.342 kN0.90364428280.086Mu =H1 (h1/3) + H2 (h2/2) - HANCHOR (h3)0.90364428281Mu =340.902kN-m0.91Mu =340.902E+6N-mm-0.90.2586206897Reinforcing bars:-0.90using: d =303.650mm-1.10b =1,000.000mm-0.90.2586206897Rn =Mubd01Rn =4.108MPa01Act =0.01128Min =0.003330.43103448280.4195402299use =0.011280.58103448280.4195402299As =pbdAs =3,424.387mm0.43103448280.4195402299Using: bar =12.700mm0.43103448280.4195402299Ab =126.677mmN =As/Ab0.43103448280.4195402299N =27.032say280.58103448280.4195402299Soc =37.037mmScl =24.337mm< 25 mm NOT OK!0.890.5431034483Temperature bars:1.0400.5431034483Average Stem =350.000mmAst =0.0025b(Average Stem)-0.90.0862068966Ast =875.000mm-1.10.0862068966Nt =Ast/AbNt =12.344say130.00358267780Soc =83.333mmStem: S = 83 mm0.0035826778-0.2Scl =73.833mm> 25 mm OK!00Check for Shear:-0.0464173222-0.01Vu =H1 + H2-0.1964173222-0.01Vu =188.793NVc =(1/6)(f'c)bd-0.50.0862068966Vc =197.129E+3NSAFE !-0.50Check for Development Length:Actual Ld =Slab thickness - cover0Actual Ld =460.000mmLd =0.02Abfy/fc'Dist. from the bottom (m)MudRnAct Use AsNSocSclLd =232.203mm(N-mm)(mm)(N)(mm)(mm)(mm)Mod. Factor =(req As)/(prov As)h1/4 =1.325135.983E+6303.6501.6386850.00409930.00409931244.76210111.11198.411prov As =3,546.952mmh1/2 =2.6540.5121E+6303.6500.4881980.00117870.00333331012.1678142.857130.157Mod. Factor =0.9653h1/4 =3.9755.14682E+6303.6500.0620230.00014790.00333331012.1678142.857130.157Allow Ld =Ld x Mod FactorAllow Ld =224.179mmOK !=0.224mTotal Length =5,944.179mm=5.944mStem bars: L = 5.944 m @ S = 37 mmProgram Created by: Engr. Jeremy E CaballesDesign of Heel: (Neglect Uplift Pressure with Load Factor 1.4 for weight and 1.7 for lateral earth pressure)Use: Va =0.000kNDesign Load:Load(kN)Mom Arm (m)Mom (kN-m)00.0862068966W1296.8001.250371.000W1=296.8 kN00W20.0001.6670.000W2=0 kN0-0.2Wc42.0001.25052.500Wc=42 kNWs6.8601.2508.575Ws=6.86 kN00Va0.0002.5000.000Va =0 kN0.4310344828-0.0391029985Vu =345.660Mu =432.075kN-mMu =432.075E+6N-mm0.21551724140.0431034483Reinforcing bars:0.21551724140.2431034483using: d =453.65mmb =1000mm0.21551724141.000Rn =Mu0.21551724141.2bdRn =2.333MPa0.28735632181.000Act =0.005970.28735632181Min =0.00333use =0.005970.21551724140.5431034483As =pbd0.21551724140.7431034483As =2,710.167mmUsing: bar =12.700mm0.551.05Ab =126.677mm0.551.0528825703N =As/Ab0.71N =21.394say220.43103448281Soc =47.619mmScl =34.919mm> 25 mm OK!0.43103448281.000Temperature bars:0.71.000Heel Thickness =500.000mmAst =0.0025b(Heel Thickness)0.43103448280.086Ast =1,250.000mm0.70.086Nt =Ast/AbNt =17.635say180.43103448280Soc =58.824mmHeel: S = 59 mm0.70Scl =49.324mm> 25 mm OK!Check for Shear:0.71Vu =W total0.71.000Vu =345,660.000N0.70.086Vc =(1/6)(f'c)bd0.70Vc =294,508.774NUNSAFE!Check for Development Length:01.1Actual Ld =Length of Heel - cover01.1Actual Ld =2,460.000mmLd =0.02Abfy/fc'01.1Ld =232.203mm01.1Mod. Factor =1.4(req As)/(prov As) Top Barsprov As =2,786.891mmMod. Factor =1.361Allow Ld =Ld x Mod FactorAllow Ld =316.134mmOK !=0.316mTotal Length =2,776.134mm=2.776mTop bars: L = 2.776 m @ S = 48 mmProgram Created by: Engr. Jeremy E CaballesDesign of Toe: (Neglect Weight of Soil with the given Load Factor)Design Load:Pressure, q =103.574kPa1.7= Hor. Earth Pressure0.9= Footing Dead Load (zero if neglected)-0.06034482760.0862068966Load(kN)Mom Arm (m)Mom (kN-m)-0.06034482760Wc-12.9600.600-7.776Wc=-12.96 kN-0.0603448276-0.2F1105.6460.40042.258F1=105.646 kNF2138.7100.800110.968F2=138.71 kN-0.06034482760Vu =231.395Mu =145.450kN-m-0.2672413793-0.2Mu =145.45E+6N-mm0Reinforcing bars:-0.12931034480using: d =453.65mm-0.1293103448-0.2b =1,000.000mmRn =Mu-0.19827586210bd-0.1982758621-0.2Rn =0.785MPaAct =0.00191-0.16379310340.0431034483Min =0.00333-0.16379310340.1954302626use =0.00333As =pbd-0.81As =1,512.167mm-0.80.0862068966Using: bar =12.700mm-0.80.0862068966Ab =126.677mm-0.80N =As/AbN =11.937say12-0.80.0862068966Soc =90.909mm-0.06034482760.0862068966Scl =78.209mm> 25 mm OK!Temperature bars:Toe Thickness =500.000mmAst =0.0025b(Heel Thickness)Ast =1,250.000mmNt =Ast/AbNt =17.635say18Soc =58.824mmToe: S = 58 mmScl =49.324mm> 25 mm OK!Check for Shear:Vu =F1 + F2 + WcVu =231,395.450NVc =(1/6)(f'c)bdVc =294,508.774NSAFE !Check for Development Length:Actual Ld =Length of Toe - coverActual Ld =1,160.000mmLd =0.02Abfy/fc'Ld =232.203mmMod. Factor =(req As)/(prov As)prov As =1,520.122mmMod. Factor =0.995Allow Ld =Ld x Mod FactorAllow Ld =230.987mmOK !=0.231mTotal Length =1,390.987mm=1.391mBottom bars: L = 1.391 m @ S = 91 mmProgram Created by: Engr. Jeremy E CaballesDesign of Key:Key is not required...ViewClick here to hide/unhide design of key page.View000.0000Neglect Lateral Passive Earth PressureView0.00000.0000.0000View0.00000.0000.0000View0View00.000-0.26724137930.0862068966-0.80.0862068966View0-0.26724137930-0.80View00.000000.0000-0.26724137930-0.80View0000View00.000000View00-0.26724137930.086View00.000000.0000View000-0.26724137930View00.000000.0000000View00.00000.000000View00View00.0000-0.27724137930View00-0.47724137930View00.000000.000E+00View00.00000View00.000000View00View00.0000View000View00.000000000View00View00.000000.00000View00.000000.00000View00View00.000000.000E+00View0View00.0000View00.0000View00.000View0.0000View00.000000.000View00.0000000.0000View00.0000000View00.0000000.00000View00.0000View00.000000.000View00.000000.0000View00.00000.0000.000View00.0000.0000.0000View00.000000.0000.000View00.000000.0000View00.000000.0000.000View00.0000.000View00.00000.0000.00000View00.0000.0000.0000View00.000000.0000View00.0000.0000.00000View00.00000View00.000000View00.00000ViewViewViewViewViewViewHideDetail of Reinforcements:-0.80-0.015431034500.475-0.0250-0.0250Program Created by: Engr. Jeremy E Caballes

Outputs

MainBackfillSurchargePassiveVertical PressurePaHaHpSurcharge LineHa ArrowVa ArrowFa ArrowHs ArrowHp ArrowRyFAnchorBottom AnchorW1WsW9W2W4W3W6W7W8qtoeqheelW5HaVaFaHsHpRvRv

MainBackfillSurchargePassiveAnchorBottom Anchor

MainBackfillSurchargePaHaHa ArrowVa ArrowFa ArrowHs ArrowSurcharge LineAnchorH1V1F1H2

MainBackfillSurchargeF1F2W1W2VaWcWsW1W2Va

MainPassiveWcVertical PressureF1F2WcqqtoeF1F2

MainBackfillSurchargePassiveSurcharge LineKeyTop AnchorBottom AnchorTemperature BarsDETAIL OF REINFORCEMENTSProgrammed by: Engr. Jeremy E. Caballes

MainBackfillPassiveF2 ArrowHpF1 ArrowKeyF2P1P2F1

MBD00279F72.unknown

MBD0027A1BC.unknown