CNTL RETAINING WALL ONERCC RETAINING WALL(CANTILEVERTYPE) MAX 6.0 MTR HEIGHT INCL COLUMN LOAD IN LINE(WHERE WATER TABLE IS BELOW BASE OF FOOTING)(Ex 15.1 RCC by BC Punmia & Ex 12.1 Vazrani and Ratwani)INPUT DATASINPUTGRADE OF CONCRETE fck25N/mm2INPUTGRADE OF STEEL f y415N/mm2SoilWs KN/Sqm Rg Mean Fr bet soil & wallSand17-2025-35300.5529INPUTANGLE OF REPOSE OF SOIL 30DEGMedium Clay16-1814-28210.422INPUTBULK DENSITY OF SOIL Ws18KN/m3Soft Clay15-174-16100.3318INPUTSOIL SAFE BEARING CAPACITY SBC150KN/m2INPUTANGLE OF SURCHARGE OF FILL C10DEGINPUTCOEFFT OF FRICTION 0.45COS C0.985COS 0.8662KN/M SURCHARGECOEFFT OF ACTIVE PRESSURE Ka0.3500.334Ka= Cos C((Cos C- Sqrt(Cos C^2-Cos ^2))/(Cos C+ Sqrt(Cos C^2-Cos ^2))) = ((1-SIN())/(1+SIN())^2MADE UP GLMADE UP GLCOEFFT OF PASSIVE PRESSURE Kp2.8591/kaINPUTHEIGHT OF FILLING H3.00mtrMIN DEPTH OF FDN h0.93mtrh=SBC/Ws*(1-sin /1+sin )^2INPUTPROVIDE DEPTH OF FDN D h/4=0.751.20mtr1.20DEPTH=H/4 AND NOT LESS THAN MIN DEPTH/ 1.00MtrDEPTH OF FDNt=200TOTAL HT OF WALL Ht=H+D4.20mtrHt=H+DEPTHANGLE OF SURCHARGE CCONST 0.098= 1- q0/(2H)=TOE WIDTH/BASE WIDTHToe LengthTL0.75mtr0.75BmHeel LengthHL2.60mtrB- Bm-T1CALCULATED BASE WIDTH B(MIN)Bm2.23mtrH*(Sqrt((1-sino/1+sino)/(1-k * (3*k+1)))*H Vaz Rat Page 437INPUTPROVIDE BASE WIDTH BB3.75mtr3.75GENERALLY B=Ht/3 AND NOT LESS THAN B(MIN)12# @INPUTSURCHARGE psps2.00KN/mGIVE VALUE=0 IF THERE IS NO SURCHARGE200mm c/cBASE SLAB THICK D(MIN)350280mm210D=Ht/12 to Ht/20INPUTPROVIDE BASE SLAB THICK D280mm0BASE SLAB THICKNESSEARTH FILLING SIDEWALL THICK AT BOTTOM T(MIN)420350mm280T=Ht/10 to H/15H=INPUTPROVIDE WALL THICK AT BOTTOM T1400mm400WALL THICKNESS AT BOT300012# @INPUTPROVIDE WALL THICK AT TOP T2200mm0Th at Top T2 = T1/2WALL THICKNESS AT TOP180mm c/cCHECK FOR BEARING PRESSURE12# @WT OF BASE SLAB/FOOTINGW126.25KN/mW1=B*D*25100mm c/cWT OF STEM/ WALL RECTANGLE PARTW219.60KN/mW2=(T1)*(H-D)*25WT OF STEM/ WALL TRIANGLE PARTW39.80KN/mW3=(T2-T1)/2*(H-D)*2512# @WT OF REAR SOIL OVER HEELW4184.19KN/mW4=ALPHA*B*(Ht-D)*Ws+Ps*ALPHA*EXIST. GL1960100mm c/cWT/ AXIAL LOAD FROM COLUMNW50.00KN/mAXIAL LOAD FROM COLUMN IN LINE WITH RETAING WALL12# @TOTAL STABILISING VERTICAL FORCEW239.84KN/mW=W1+W2+W3+W4180mm c/cHORIZONTAL EARTH PRESSUREPh48.37KN/mP1=Ka*Ws*Ht*Ht/212# @HORIZONTAL SURCHARGEPs15.37KN/mPs=ps*HtNAMEFORCELVR ARMMOM @ Toeh=160mm c/cTOTAL HORIZONTAL PRESSUREV63.73KN/mW126.251.8849.22(TO RESIST VERTICAL DOWN PRESSURE)DISTANCE OF W1 FROM TOE FRONT TIP X1X11.88mtrX1=B/2W219.600.8516.66DISTANCE OF W2 FROM TOE FRONT TIPX20.85mtrALPHA*B+T1/2W39.800.636.22DISTANCE OF W3 FROM TOE FRONT TIPX30.63mtrALPHA*B+T1+(T2-T1)/3W4184.192.66489.761200DISTANCE OF W3 FROM TOE FRONT TIPX42.66mtrX3=B-ALPHA*B/2W50.000.850.00D=528DISTANCE OF W3 FROM TOE FRONT TIPX50.85mtrW239.842.34561.86280HT OF HORT FORCE Y1 FROM TOE TOPY11.31mtrY1=Ht/3Ph48.371.3163.20HT OF SUR FORCE Y2 FROM TOE TOPY21.96mtrY2=Ht/2Pv15.371.9630.12DIST OF VERT REACTION FROM TOE FRONT TIP2.34mtrW1*X1+W2*X2+W3*X3/(V )V63.731.4693.3210# @12# @CALCULATION OF PRESSURER248.171.89468.54180mm c/c0.00260mm c/cREACTION OF FORCES248.17KNR=V*V+H*H10# @DIST OF REACTION FROM TOE X1.89mX=(W1*X1+W2*X2+W3*X3+Ph*Y1+Ps*Y2)/R10# @0mm c/cECCENTRICITY e FROM CETRE OF BASE SLAB0.01me=X-B/2 (- SIGN FOR RESULTANT FORCE AWAY TO HEAL SIDE OF STEM SLAB)CHECK Pmax < SBC180mm c/c0PRESSURE AT TOE TIP Pmax065.29KN/m2150Pmax=W/B(1+6*e/B)CHECK Pmin>O(TO RESIST VERTICAL UP PR)PRESSURE AT HEEL TIP Pmax062.62KN/m2150Pmin=W/B(1-6*e/B)T=PRESSURE AT TOE FACE OF VER STEM64.76KN/m2CHECK FOS>1.57504002600PRESSURE AT HEEL FACE OF VER STEM64.47KN/m2CHECK FOS>1.5FOS AGAINST OVERTURNING6.34FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2)B=3750FOS AGAINST SLIDING1.69FOS=u*W/(Ph+Ps)ALL DIMENSIONS ARE IN MILLIMETRESDESIGN OF SHEAR KEYOR INCREASE WIDTH OF FDNINPUTPERMISSIBLE SHEAR STRESS Tc0.33N/mm2FROM IS 456 TABLE FOR M25= 0.29/MM2 FOR M30=0.29N/MM2THICKNESS OFKEY0mm0THICKNESS OF KEY=(P+Ps)*1.5/TcSHEAR KEY THICKDEPTH OF KEY0.00mKEY REINFORCEMENT0mm2INPUTPROVIDE DIA OF STEEL BAR10mmMax Shear Stress2KN/M SURCHARGESPACING OF BARS0mmGrade of Concrete M25MADE UP GLMADE UP GLMax SS N/Sqmm3.1W5DESIGN OF BASE SLABfck250.00DESIGN OF TOE SLABDesign Shear StrengthEFFECTIVE DEPTH OF TOE d205mmd=D-COVER100 As/bdSS N/Sqmmt=0.20SPAN OF TOE L10.75mL1=B-B2-T0.2014.510.331ANGLE OF SURCHARGE CWT OF FOOTING W47.00KN/mW4=D*25MAX BM AT BASE OF TOE Mt24.48KN-mMt=(W4+Pmax)*L1*L1/2SHEAR FORCE Vmax47.44KNV=(Pmax*(L1-d))*1.5DESIGN OF TOE SLAB TO RESIST BENDING MOMENTGrade of Concrete M25Grade of Steel Fe415Base width1.0MtrMax Depth of Nutral AxisMax BM Mx24.48KN-MfyXm=0.0035/(.0055+0.87*fy/Es), Es= 200000 N/SqmmEARTH FILLING SIDEBM = (Const*fck) bd^23.444bd^22500.53dH=PsCalculated Eff Depth of Slab84mm1954150.48d3.0015.37RESULTAdopt Effective Depth d200mm5000.46dPhINPUTUse Dia of Slab rft10mm5500.44d48.37Adopt Cover for Slab75mmLimiting Moment of resistance MR = Const * b*d^2 N mmOver all Depth of Base Slab D280mmConst= 0.36*fck*Xm(1-0.42*Xm)Width of Slab considered for Cal1000mmSteelW2Grade of Concrete M25Concrete MFe 250Fe 415Fe 500Fe 55019.60Grade of Steel Fe415152.2292.0671.9911.949EXIST. GLa=0.87 *(fy^2/fck)5993.43202.9722.7552.6552.598W3W4b=-0.87 fy-361.05253.7153.4443.3183.2489.80184.19c=m= Mu/(bd^2)0.61304.4584.1333.9823.897355.2014.8224.6454.547h=Rm= Mu/(bd^2)p %= (-b- sqrt(b^2-4ac))/2aAt0.610.175350SqmmTOE0.01HEELMin area of Tension Steel Ao=0.85*bd/fy410Sqmm1.200.750.402.60Min Area of Steel 0.15 % (Temp Rft)420SqmmD=Max area of Tensile Steel = 0.04 bD11200Sqmm0.28W126.25Provide Area of Tension Steel420Sqmm3.75Area of One Bar78.57Sqmm10mm DiaSBC65.2964.7664.4762.62RESULTSpacing of Main Bars180mm10mm Dia150Min Area of Steel 0.12 %336SqmmCheck for Min rftOKTemp rft 0.15 % of gross area will be provided in the longitudinal direction420SqmmINPUTUse10mm Dia bars as distribution RftArea of One Bar78.57Sqmm10mm DiaRESULTSpacing of Distribution Bars180mm10mm DiaDESIGN/ CHECK FOR TOE SLAB TO RESIST SHEARGrade of Concrete M25Effective Depth200mmMax Shear StressOver allDepth of Slab280mmGrade of Concrete M25Dia of Shear rft10mmMax SS N/Sqmm3.1Area of One Bar78.57Sqmmfck25Spacing of Bars180mmDesign Shear StrengthMax Shear Force wL/247.44KN100 As bdSS N/Sqmm0.2213.300.344Percentage of Tensile Steel 100At/2bd =0.22%(at the end, alternate bar are bent up)Design Shear Strength0.344N/ SqmmCalculated k Value1.00Value of KINPUTFor280mm thick slab, k=1.00Ds>300275250225200175300275250225200175300275250225200175O(TO RESIST VERTICAL UP PR)PRESSURE AT TOE FACE OF VER STEM78.03KN/m2T=FOS AGAINST OVERTURNING12.58FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2)CHECK FOS>1.58004003400FOS AGAINST SLIDING3.21FOS=u*W/(Ph+Ps)CHECK FOS>1.5IF FOS300275250225200175300275250225200175300275250225200175OPRESSURE AT HEEL TIP Pmax0176.54KN/m2200Pmin=W/B(1-6*e/B)PRESSURE AT TOE FACE OF VER STEM60.30KN/m2CHECK FOS>1.5PRESSURE AT HEEL FACE OF VER STEM68.60KN/m2CHECK FOS>1.5FOS AGAINST OVERTURNING2.75FOS=(W1*X1+W2*X2+W3*X3)/(P*Y1+Ps*Y2)FOS AGAINST SLIDING1.39FOS=u*W/(Ph+Ps)DESIGN OF SHEAR KEYOR INCREASE WIDTH OF FDNINPUTPERMISSIBLE SHEAR STRESS Tc0.33N/mm2FROM IS 456 TABLE FOR M25= 0.29/MM2 FOR M30=0.29N/MM2THICKNESS OFKEY910mm0THICKNESS OF KEY=(P+Ps)*1.5/TcSHEAR KEY THICKDEPTH OF KEY0.00mKEY REINFORCEMENT1092mm2INPUTPROVIDE DIA OF STEEL BAR10mmMax Shear Stress2.00KN/M SURCHARGESPACING OF BARS70mmGrade of Concrete M25MADE UP GLMADE UP GLMax SS N/Sqmm3.1W5DESIGN OF BASE SLABfck250.00DESIGN OF TOE SLABDesign Shear StrengthEFFECTIVE DEPTH OF TOE d334mmd=D-COVER100 As/bdSS N/Sqmmt=250SPAN OF TOE L11.25mL1=B-B2-T0.2014.510.331ANGLE OF SURCHARGE CWT OF FOOTING W410.22KN/mW4=D*25MAX BM AT BASE OF TOE BOTTOM NEAR COUNTERFORT EDGE Mt56.34KN-mMt=(W4+Pmax)*L1*L1/2SHEAR FORCE Vmax154.35KNV=(Pmax*(L1-d))*1.5DESIGN OF TOE SLAB TO RESIST BENDING MOMENTGrade of Concrete M25Grade of Steel Fe415Base width1.0MtrMax Depth of Nutral AxisMax BM Mx56.34KN-MfyXm=0.0035/(.0055+0.87*fy/Es), Es= 200000 N/SqmmEARTH FILLING SIDEBM = (Const*fck) bd^23.444bd^22500.53dH=PsCalculated Eff Depth of Slab128mm3244150.48d6.0050.29RESULTAdopt Effective Depth d330mm5000.46dPhINPUTUse Dia of Slab rft10mm5500.44d150.12Adopt Cover for Slab75mmLimiting Moment of resistance MR = Const * b*d^2 N mmOver all Depth of Base Slab D410mmConst= 0.36*fck*Xm(1-0.42*Xm)Width of Slab considered for Cal1000mmSteelW2Grade of Concrete M25Concrete MFe 250Fe 415Fe 500Fe 55044.32Grade of Steel Fe415152.2292.0671.9911.949EXIST. GLa=0.87 *(fy^2/fck)5993.43202.9722.7552.6552.598W3W4b=-0.87 fy-361.05253.7153.4443.3183.2480.00371.05c=m= Mu/(bd^2)0.52304.4584.1333.9823.897355.2014.8224.6454.547h=Rm= Mu/(bd^2)p %= (-b- sqrt(b^2-4ac))/2aAt0.520.147485Sqmmecc=TOE-0.64HEELMin area of Tension Steel Ao=0.85*bd/fy675.90Sqmm1.501.250.253.25D=Max area of Tensile Steel = 0.04 bD16400Sqmm0.41W148.53Provide Area of Tension Steel676Sqmm4.75Area of One Bar78.57Sqmm10mm DiaSBC18.7860.3068.60176.54RESULTSpacing of Main Bars110mm10mm Dia200Min Area of Steel 0.12 %492SqmmCheck for Min rftOKTemp rft 0.15 % of gross area will be provided in the longitudinal direction615SqmmINPUTUse10mm Dia bars as distribution RftArea of One Bar78.57Sqmm10mm DiaRESULTSpacing of Distribution Bars120mm10mm DiaDESIGN/ CHECK FOR TOE SLAB TO RESIST SHEARGrade of Concrete M25Effective Depth330mmMax Shear StressOver allDepth of Slab410mmGrade of Concrete M25Dia of Shear rft10mmMax SS N/Sqmm3.1Area of One Bar78.57Sqmmfck25Spacing of Bars110mmDesign Shear StrengthMax Shear Force wL/2154.35KN100 As bdSS N/Sqmm0.2213.410.342Percentage of Tensile Steel 100At/2bd =0.22%(at the end, alternate bar are bent up)Design Shear Strength0.342N/ SqmmCalculated k Value1.00Value of KINPUTFor410mm thick slab, k=1.00Ds>300275250225200175300275250225200175300275250225200175300275250225200175300275250225200175