SQUARE PORTION DESIGNDESIGN OF 2 VENTS BOX CULVERT3 X 6 X 5.50GENERAL DATA0.705.50.8000.856.006.850.150.150.150.15TOP HAUNCH DETAILSBOTTOM HAUNCH DETAILSDIMENSION DETAILS IN CROSS SECTIONClear width=6.00mClear height=5.50mNo of Cells=3NoTop slab thickness=0.7mBottom slab thickness=0.8mSide wall thickness=0.85mHeight of fill in left=0.00mHeight of fill in Right=0.00mWidth of Carriage way=7.5mWearing Coat Thick=0.075mTotal width=21.4mTotal height=7.00mC/C width=6.85mC/C height=6.25mBASIC PARAMETERSF30DegreesCoefficient of Active pressure=0.333Dry density of fill=1.8t/m3Concrete Density=2.4t/m3Surcharge live load=1.20mSBC=20.000T/m2General Diagram With LoadingWheel Load From IRCL.L.SurchargeEarth Pressure0.72 T/M200.000.000.70.0 T/M25.500.80.850.850.72 T/M23.75 T/M26.007.49 T/M2Base Earth PressureIDEALISED STRUCTURE OF BOX CULVERT FOR STAAD ANALYSISThe structure is idealised in STAAD. Pro as shown below. The dimensions have all been considered as centre to centre.The structure analysis has been done for one metre strip.6.8506.8506.25SP. BET TWO END SPRINGS AT THE END OF THE CANTILEVER=0MSpacing b/w 2 end springs=0.90mSpacing b/w 2 int springs=1.263mSpacing b/w 2 end nodes of Side Wall=0.85mSpacing b/w 2 int. nodes of Side wall=0.758mModulus of Subgrade reaction=2000t/m3Ref:pg:408,Foundation Analysis and Design by joseph E.Bowles (Fs=40*s.f*qa) and s.f = 2.5Spring constants at end supports=2000(0.9/2)=900.00t/mType ASpring constant at Penultimate supports for the end spans=2000(1.263+0.9)/2=2162.50t/mType BSpring constant at Int.Supports=2000(1.263+1.263)/2=2525.00t/mType D/GSpring constant for Middle support=2000(0.9+0.9)/2=1800.00t/mType E{Incl. in Type-B}Spring constant at Penultimate supports of Int Span=2000(1.263+0.9)/2=2162.50t/mType FLoad Calculation1)COMPUTATION OF EARTH PRESSURESIDE ASIDE BEARTH CUSHION=00.333*1.8*0 =0.000 T/M20.333*1.8*0.85 =0.51 T/M20.000M0.850M0.333*1.8*1.608 =0.96 T/M21.608M0.333*1.8*2.367 =1.42 T/M22.367M0.333*1.8*3.125 =1.87 T/M23.125M1.950.333*1.8*3.883 =2.33 T/M23.883M0.333*1.8*4.642 =2.78 T/M24.642M0.333*1.8*5.400 =3.24 T/M20.333*1.8*6.250 =3.75 T/M25.4006.250M2)SURCHARGE LIVE LOADSURCHARGE LIVE LOAD IS CONSIDERED TO BE EQUIVALENT TO 1.2 M OF EARTH FILL= 0.333 * 1.8 * 1.2=0.719T/M23)DEAD LOADSSELF WEIGHT OF TOP SLAB= 0.7x1x2.4=1.68T/m35TSELF WT. OF BOTTOM SLAB= 0.8x1x2.4=1.92T/m39TSELF WEIGHT OF SIDE WALLS= 0.85x1x2.4=2.04T/m51TLOAD DUE TO W/C= 0.075x1x2.2=0.17T/m4TLOAD DUE TO FILL= 0x1x1.8=0.00T/m0TWEIGHT OF FINISHES=0.00T/m0TWEIGHT OF HAUNCH=12x 0.15x0.5x0.15x2.4=0.32T0.32TWEIGHT OF CRASH BARRIER (@ 0.67t/m)= 0.67x1=0.67T/m14TTOTAL=6.80T/m143TTOTAL BASE AREA=21.40M2TOTAL AVERAGE BOTTOM PRESSURE= (143.173+2.513x6.85x1)/21.4=7.49T/M2< SBC So, Safe4)LIVE LOADSa.Water Live load inside the Box cell=5.5 kN/m2It is very negligible values it will not govern the max stressesb.Wheel LoadCASE 1:CLASS 70R TRACK LOAD :MAXIMUM BENDING MOMENT AT MID SPANCALCULATION FOR EFFECTIVE WIDTH OF LOADING(b/ l0 ) =1.095DIRECTION OF TRAFFICTOTAL LOAD70T0.844.5735T35T6.85B= k*x* (1-)+W2.05X=6.85 / 2=3.425Mbw=0.84+2X(0.075+0.000)=0.99MAs per IRC-6-2000k=2.24As per IRC-21-2000B eff0.990+2.24X3.425(1-(3.425/6.85))=4.826M4.826/2>2.05/2THEREFORE OVERLAPING DUE TO LOAD DISPERSION OCCURSEFFECTIVE WIDTH=0.5+1.2+0.84/2+2.05+4.826/2=6.583MTotal Dispersion width along Span direction=4.57+2(0.075+0.7/2+0.00)=5.420MWIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF TOTAL BOX=4.57+2(0.075+0.00+0.7/2)=5.420MOKWIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF END SPAN=4.57+2(0.075+0.00+0.7/2)=5.420MOKWIDTH ALONG SPAN VEHICLE PLACED AT START OF END SPAN=4.57+0.075+0.000+0.7/2=4.995M2.3/2THEREFORE OVERLAPING DUE TO LOAD DISPERSION OCCURSEFFECTIVE WIDTH=0.5+1.2+0.5/2+2.3+4.368/2=6.434MTotal Dispersion width of load in long direction=2.3MWIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF TOTAL BOX=1.45+2(0.075+0.00+0.7/2)=2.3MOKWIDTH ALONG SPAN VEHICLE PLACED AT MIDDLE OF END SPAN=1.45+2(0.075+0.00+0.7/2)=2.3MOKWIDTH ALONG SPAN VEHICLE PLACED AT START OF END SPAN=1.45+0.075+0.000+0.7/2=1.875MLOAD INTENSITY AT MIDDLE OF TOTAL BOX LENGTH=22.8/(6.434*2.3)=1.5407279264T/M2LOAD INTENSITY AT MIDDLE OF END SPAN=22.8/(6.434*2.3)=1.5407279264T/M2LOAD INTENSITYWHEN VEHICLE PLACED AT START OF END SPAN=22.8/(6.434*1.88)=1.8899595897T/M2Impact factor= 10 + ((25-10)/(9-5)) x (9-6.85)=1806.25 %As per IRC-6-2000, cl:211.3Actual Impact factor=(3-0) x 18.063/3=1806.25 %INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF BOX=1.541x1.183=1.819T/M2INCREASING DUE TO IMPACT FOR VEHILE IN MIDDLE OF END SPAN=1.541x1.183=1.819T/M2INCREASING DUE TO IMPACT WHEN VEHICLE PLACED AT START OF END SPAN=1.89x1.183=2.231T/M2STAAD INPUT FILESTAAD PLANESTART JOB INFORMATIONENGINEER DATE26-Jun-15END JOB INFORMATIONINPUT WIDTH 79UNIT METER MtonJOINT COORDINATES*END SIDE WALL1 0.00 0 0.00; 2 0.00 0.85 0.00; 3 0.00 1.608 0.00; 4 0.00 2.367 0.005 0.00 3.125 0.00; 6 0.00 3.883 0.00; 7 0.00 4.642 0.00; 8 0.00 5.4 0.009 0.00 6.25 0.00;* TOP SLAB10 0.9 6.25 0.00; 11 2.163 6.25 0.00; 12 3.425 6.25 0.0013 4.688 6.25 0.00; 14 5.95 6.25 0.00; 15 6.85 6.25 0.0016 7.75 6.25 0.00; 17 9.013 6.25 0.00; 18 10.275 6.25 0.0019 11.538 6.25 0.00; 20 12.8 6.25 0.00; 21 13.7 6.25 0.00* END SIDE WALL22 13.7 5.4 0.0023 13.7 4.642 0.00; 24 13.7 3.883 0.00; 25 13.7 3.125 0.00; 26 13.7 2.367 0.0027 13.7 1.608 0.00; 28 13.7 0.85 0.00* BOTTOM SLAB29 13.7 0 0.00; 30 12.8 0 0.00; 31 11.538 0 0.0032 10.275 0 0.00; 33 9.013 0 0.00; 34 7.75 0 0.0035 6.85 0 0.00; 36 5.95 0 0.00; 37 4.688 0 0.0038 3.425 0 0.00; 39 2.163 0 0.00; 40 0.9 0 0.00*INTERMEDIATE SIDE WALL41 6.85 5.4 0.0042 6.85 4.642 0.00; 43 6.85 3.883 0.00; 44 6.85 3.125 0.00; 45 6.85 2.367 0.0046 6.85 1.608 0.00; 47 6.85 0.85 0.00MEMBER INCIDENCES1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 1111 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 1818 18 19; 19 19 20; 20 20 21; 21 21 22; 22 22 23; 23 23 2424 24 25; 25 25 26; 26 26 27; 27 27 28; 28 28 2929 29 30; 30 30 31; 31 31 32; 32 32 33; 33 33 34; 34 34 35; 35 35 3636 36 37; 37 37 38; 38 38 39; 39 39 40;40 40 1;*INTERMEDIATE SIDE WALLS41 15 41; 42 41 42;43 42 43;44 43 44;45 44 45;46 45 46;47 46 47;48 47 35DEFINE MATERIAL STARTISOTROPIC MATERIAL1E 2.73861e+006POISSON 0.15DENSITY 2.4DAMP 2.8026e-044END DEFINE MATERIALCONSTANTSMATERIAL MATERIAL1 MEMB 1 TO 48MEMBER PROPERTY INDIAN1 TO 8 21 TO 28 41 TO 48 PRIS YD 0.85 ZD 19 TO 20 PRIS YD 0.7 ZD 129 TO 40 PRIS YD 0.8 ZD 1**SUPPORT SPECS**********CONSIDERING MOD. OF SUBGRADE RXN AS 1500 T/CUMSUPPORTS1 FIXED BUT FX FZ MX MY MZ KFY 90029 FIXED BUT MX MY MZ KFY 90030 34 36 40 FIXED BUT FX FZ MX MY MZ KFY 2162.531 TO 33 37 TO 39 FIXED BUT FX FZ MX MY MZ KFY 252535 FIXED BUT FX FZ MX MY MZ KFY 1800****LOADING ON THE STRUCTURE****************LOAD 1 DEAD LOAD FOR MAX FILLMEMBER LOAD1 TO 8 21 TO 28 41 TO 48 UNI GY -2.049 TO 20 UNI GY -1.6829 TO 40 UNI GY -1.92*LOAD DUE TO EARTH CUSHION9 TO 20 UNI GY 0*LOAD DUE TO EARTH PRESSURE AND LL SURCHARGE DUE TO MAXIMUM HEIGHT OF FILL AT BOTH SIDESLOAD 2 EARTH PRESSURE FOR MAX FILLMEMBER LOAD8 TRAP GX 0.509 07 TRAP GX 0.964 0.5096 TRAP GX 1.419 0.9645 TRAP GX 1.873 1.4194 TRAP GX 2.328 1.8733 TRAP GX 2.782 2.3282 TRAP GX 3.237 2.7821 TRAP GX 3.746 3.23721 TRAP GX 0 -0.50922 TRAP GX -0.509 -0.96423 TRAP GX -0.964 -1.41924 TRAP GX -1.419 -1.87325 TRAP GX -1.873 -2.32826 TRAP GX -2.328 -2.78227 TRAP GX -2.782 -3.23728 TRAP GX -3.237 -3.746LOAD 3 LL SURCHARGEMEMBER LOAD8 UNI GX 0.719287 UNI GX 0.719286 UNI GX 0.719285 UNI GX 0.719284 UNI GX 0.719283 UNI GX 0.719282 UNI GX 0.719281 UNI GX 0.7192821 UNI GX -0.7192822 UNI GX -0.7192823 UNI GX -0.7192824 UNI GX -0.7192825 UNI GX -0.7192826 UNI GX -0.7192827 UNI GX -0.7192828 UNI GX -0.71928LOAD 4 70R TRACKED LL IN MIDDLE OF END SPANMEMBER LOAD9 TO 14 UNI GY -2.31615 UNI GY -2.316 0 0.0605.4202.7100.290LOAD 5 70R TRACKED LL IN MID SPAN OR PENAULTIMATE SUPPORTMEMBER LOAD12 TO 17 UNI GY -2.3165.4202.710.290.6711 UNI GY 0 0.845 0.9618 UNI GY 0 0 0.115LOAD 6 70R TRACKED LL AT START OF END SPANMEMBER LOAD9 TO 13 UNI GY -2.51314 UNI GY -2.5130 0.304.995-0.145LOAD 7 CLASSA LIVE LOAD IN MIDDLE OF END SPANMEMBER LOAD10 TO 13 UNI GY -1.8199 UNI GY -1.819 0.4835 0.52.314 UNI GY -1.819 0 0.0165LOAD 8 CLASSA LIVE LOAD IN MID SPAN OR PENAULTIMATE SUPPORTMEMBER LOAD14 TO 15 UNI GY -1.8192.313 UNI GY -1.819 0.0135 0.4816 UNI GY -1.819 0 0.4665LOAD 9 CLASSA LIVE LOAD AT START OF END SPANMEMBER LOAD1.8759 TO 11 UNI GY -2.23112 UNI GY -2.231 0 0.258****LOAD COMBINATIONS***************LOAD COMB 10 DL + EP + SUR + 70R IN MIDDLE OF END SPAN1 1.0 2 1.0 3 1.0 4 1.0LOAD COMB 11 DL + EP + SUR + 70R IN MID SPAN OR PENAULTIMATE SUPPORT1 1.0 2 1.0 3 1.0 5 1.0LOAD COMB 12 DL + EP + SUR + 70R AT START OF END SPAN1 1.0 2 1.0 3 1.0 6 1.0LOAD COMB 13 DL + EP + SUR + CLASSA IN MIDDLE OF END SPAN1 1.0 2 1.0 3 1.0 7 1.0LOAD COMB 14 DL + EP + SUR + CLASSA IN MID SPAN OR PENAULTIMATE SUPPORT1 1.0 2 1.0 3 1.0 8 1.0LOAD COMB 15 DL + EP + SUR + CLASSA AT START OF END SPAN1 1.0 2 1.0 3 1.0 9 1.0LOAD COMB 16 DL + EP + SURCHARGE1 1.0 2 1.0 3 1.0PERFORM ANALYSISPRINT MAXFORCE ENVELOPE LIST 1 TO 48START SCRIPT LANGUAGEUNIT MET KNSOPEN FILE REACTION.DATFOR SUPPORT ALLFOR LOAD ALLWRITE REACTION JOINT FY MX MZFORMAT=I5,3F8.2CLOSEEND SCRIPT LANGUAGEFINISHSTRUCTURAL DESIGNSUMMARY OF MOMENTS (FROM STAAD Pro)LOAD COMBINATIONSMAXIMUM MOMENT(T-m)MAXIMUM SHEAR(T)TOP SLABBOTTOM SLABSIDE WALLSINT WALLSTOP SLABBOTTOM SLABSIDE WALLSINT WALLSL/CSaggingHoggingSaggingHogging10DL+EP+SUR+70R in middle of end span50.997.052.189.729.20.361.461.012.70.0147.416177.27962.37311DL+EP+SUR+70R in mid span50.397.251.689.129.20.061.060.612.80.0102.654135.63152.09512DL+EP+SUR+70R at start of end span51.397.252.489.029.30.561.661.112.70.113DL+EP+SUR+BOG in middle of end span50.396.151.588.529.00.360.760.312.70.014DL+EP+SUR+BOG in mid span49.996.151.088.028.80.060.560.112.70.076.855111.58447.10615DL+EP+SUR+BOG at start of end span51.096.751.988.229.00.761.060.212.70.116DL+EP+SURCHARGE49.094.850.487.028.70.059.559.212.80.044.51281.49247.426So Governing Load Combination isMAX. MOMENT IN TOP SLAB IN MID SPAN=11.300T-MMAX. MOMENT IN TOP SLAB AT SUPPORT=22.200T-MMAX. MOMENT IN SIDE WALL=24.900T-MMAX. MOMENT IN INTERMEDIATE WALL=12.500T-MMAX. MOMENT IN BOTTOM SLAB IN MID SPAN=15.600T-MMAX. MOMENT IN BOTTOM SLAB AT SUPPORT=24.900T-MDEPTH OF TOP SLAB=700MMDEPTH OF SIDE WALL=850MMDEPTH OF INTERMEDIATE WALL=800MMDEPTH OF BOTTOM SLAB=800MMGRADE OF CONCRETE"1"0=1000T/M2GRADE OF STEELFe415=20000T/M2MODULAR RATIO=10k=1/(1+sst/m*scbc)=0.3334.85j=1-k/3=0.8893.85Q=0.5*k*j*scbc=151.02TOP SLABDEPTH CHECKConsidering clear cover of 75 mm for the base slab and 40 mm for all the othert facesDEPTH OF TOP SLAB PROVIDED=700 mm xMMEFFECTIVE DEPTH PROVIDED =700-40-10=650MMMAXIMUM MOMENT=22.2TMEFFECTIVE DEPTH REQUIRED =SQRT(22.2/(151.02))*1000=383MMOKDEPTH PROVIDED IS SUFFICIENTSHEAR CHECK FOR TOP SLAB AT THE LOCATION OF THE WALLSLET US PROVIDE A TOP HAUNCH OF150 mm x150 mmEFFECTIVE DEPTH ( deff ) =650=650mmTOTAL SHEAR FORCE=16.000TTOTAL SHEAR FORCE AT BEAM ( deff from support )=0TMAXIMUM SHEAR FORCE DEVELOPS AT BEAM 2Shear carried by concrete :30Table 12BSl. No.Section consideredSection locationNet Shear F (t)tv (N/mm2)tmax (N/mm2)r %Ktc (N/mm2)SF (t) carried by concrete, tc*b*d20253035401Top slab/Wall Loc.at deff.160.2462.2000.3221.000.25316.45000000Hence OK0.150.180.190.200.200.200=-0.452Mt0.250.220.230.230.230.23Shear ReinforcementAsw = Vs x s/(ss x d)=-10.4323As per IRC-21-2000 cl:304.7.1.40.500.300.310.310.310.328 mm dia @300mm C/C0.750.350.360.370.370.3816Area of steel provided=167.55mm2OK1.000.390.400.410.420.421.250.420.440.450.450.46At junction of top slab and end side wall :1.500.450.460.480.490.491.750.470.490.50.520.52Reinforcement Details2.000.490.510.530.540.552.250.510.530.550.560.57Depth of slab=700mmEffective depth =650mm2.500.510.550.570.580.60Max moment on top surface=22.20tmSteel reqd =1921.2mm22.750.510.560.580.600.62Provide20 mm dia @300mm C/C+20 mm dia @300mm C/C3.000.510.570.600.620.631220Area of steel provided=2094.40mm2OKDepth of slab=700mmEffective depth =6500.253Max moment on bottom surface=11.30tmSteel reqd =977.9mm20.3220.23+(0.31-0.23)/(0.5-0.25)*(0.322-0.25)34Provide12 mm dia @200mm C/C+12 mm dia @200mm C/CArea of steel provided=1130.97mm2OKBOTTOM SLABDEPTH CHECKDEPTH OF BOTTOM SLAB PROVIDED=800MMEFFECTIVE DEPTH PROVIDED800-75-10=715MMMAXIMUM MOMENT=24.9000TMEFFECTIVE DEPTH REQUIREDSQRT(24.9/(151.02))*1000=406MMOKDEPTH PROVIDED IS SUFFICIENTSHEAR CHECK FOR THE BOTTOM SLAB AT THE LOCATION OF THE WALLSTOTAL SHEAR FORCE=21.300TShear carried by concrete :Sl. No.Section consideredSection locationNet Shear F (t)tv (N/mm2)tmax (N/mm2)r %Ktc (N/mm2)SF (t) carried by concrete, tc*b*d1Bottom Slab/Wall Loc.at deff.210.2982.2000.3521.000.26218.77Provide Shear ReinforcementShear Strength=2.533MtShear ReinforcementAsw = Vs x s/(ss x d)=53.1298As per IRC-21-2000 cl:304.7.1.410 mm dia @300mm C/CArea of steel provided=261.80mm2OKReinforcement DetailsDepth of slab=800mmEffective depth =715mmMax moment on top surface=15.60tmSteel reqd =1227.3mm2Provide16 mm dia @200mm C/C16 mm dia @200mm C/C78Area of steel provided=2010.62mm2OKDepth of slab=800Effective depth =715Max moment on bottom surface=24.90tmSteel reqd =1958.9mm2Provide20 mm dia @250mm C/C20 mm dia @250mm C/C5621Area of steel provided=2513.27mm2OKSIDE WALLDEPTH CHECKDEPTH OF SIDE WALL PROVIDED=850MMEFFECTIVE DEPTH PROVIDED850-40-10=800MMMAXIMUM MOMENT=24.900TMEFFECTIVE DEPTH REQUIREDSQRT(24.9/(151.02))*1000=406MMOKDEPTH PROVIDED IS SUFFICIENTSHEAR CHECK FOR SIDE WALLSTOTAL SHEAR FORCE=10.100TShear carried by concrete :Sl. No.Section consideredSection locationNet Shear F (t)tv (N/mm2)tmax (N/mm2)r %Ktc (N/mm2)SF (t) carried by concrete, tc*b*d1Top slabat deff.10.10.1262.2000.2511.000.25320.2517Hence OKEnd side wall :Depth of wall=850mmEffective depth =800mmMax moment on outer surface=24.90tmSteel reqd =1750.8mm2910Provide16 mm dia @200mm C/C+16 mm dia @200mm C/CArea of steel provided=2010.62mm2OKProvide same reinforcement on the inner faceMinimum reinforcement on the inner face1112Minimum Steel= 0.12 % of C/S=960mm2Provide16 mm dia @300mm C/C+16 mm dia @300mm C/CArea of steel provided=1340.41mm2OKINTERMEDIATE WALLDEPTH CHECKDEPTH OF INTERMEDIATE WALL PROVIDED800-40-10=800MMEFFECTIVE DEPTH PROVIDED=750MMMAXIMUM MOMENT=12.500TMEFFECTIVE DEPTH REQUIREDSQRT(12.5/(151.02))*1000=288MMOKDEPTH PROVIDED IS SUFFICIENTSHEAR CHECK FOR INTERMEDIATE WALLTOTAL SHEAR FORCE=12.500TShear carried by concrete :Sl. No.Section consideredSection locationNet Shear F (t)tv (N/mm2)tmax (N/mm2)r %Ktc (N/mm2)SF (t) carried by concrete, tc*b*d1Top slabat deff.12.50.1672.2000.1681.000.22317.85Hence OKIntermediate side wall :Depth of wall=850mmEffective depth =800mmMax moment on outer surface=12.50tmSteel reqd =878.9mm2Provide16 mm dia @300mm C/C+16 mm dia @300mm C/C1818Area of steel provided=1340.41mm2OKProvide same reinforcement on the inner faceMinimum reinforcement on the inner face1818Minimum Steel= 0.12 % of C/S=900Provide16 mm dia @300mm C/C+16 mm dia @300mm C/CArea of steel provided=1340.41mm2OKDISTRIBUTION STEEL :TOP SLAB0.12% Effective AreaCase1 :=780mm213MIN STEEL0.2DL+0.3LLCase2 :MAXIMUM BENDING MOMENT FOR DIST. STEEL LOAD COMBINATION=2.40T-MAREA OF STEEL REQUIRED =2.4/ (20000*0.89*650)*10^9=207.69mm2Thus, AREA OF STEEL REQUIRED=780.00MM2PROVIDE12 mm dia @200mm C/C12 mm dia @200mm C/CArea of steel provided=1130.97mm2OKBOTTOM SLABCase1 :0.12% Effective Area14MIN STEEL=858mm2Case2 :0.2DL+0.3LLMAXIMUM BENDING MOMENT FOR DIST. STEEL LOAD COMBINATION=2.40T-MAREA OF STEEL REQUIRED =2.4/(20000*0.89*715)*10^9=188.81mm2Thus, AREA OF STEEL REQUIRED=858.00MM2PROVIDE12 mm dia @200mm C/C12 mm dia @200mm C/CArea of steel provided=1130.97mm2OKSIDE WALLCase1 :0.12% Effective AreaMIN STEEL=960mm215Case2 :0.2DL+0.3LLMAXIMUM BENDING MOMENT FOR DIST. STEEL LOAD COMBINATION=2.40T-MAREA OF STEEL REQUIRED =2.4/(20000*0.89*800)*10^9=168.75mm2Thus, AREA OF STEEL REQUIRED=960.00MM2PROVIDE12 mm dia @200mm C/C12 mm dia @200mm C/CArea of steel provided=1130.97MM2OKINTERMEDIATE WALLCase1 :0.12% Effective Area202530354019MIN STEEL=900mm200000Case2 :0.2DL+0.3LL0.180.190.200.200.20MAXIMUM BENDING MOMENT FOR DIST. STEEL LOAD COMBINATION=1.800T-MTable 12B0.220.230.230.230.23AREA OF STEEL REQUIRED =1.8/(*0.89*800)*10^9=135.00mm2Thus, AREA OF STEEL REQUIRED=900.00MM20PROVIDE12 mm dia @200mm C/C12 mm dia @200mm C/C0.15Area of steel provided=1130.97MM2OK0.25

ltrgenuser:Ref:pg:408,Foundation Analysis and Design by joseph E.Bowles (Fs=40*s.f*qa)ABDSteel Increased for shear criteriaSteel Increased for shear criteriaSteel Increased for shear criteriaSteel Increased for shear criteriaFEG

SKEW PORTION DESIGNDesign of Skew Box culvert ::L=8.860 t/m0 t/m8 m2900.000 t/mDLLLWidth of the Assumed beam=150mm0.2mSlab thickness=800.000mWearing coat thickness=0.065mFilling height=5.500mDensity of slab=2.400t/m3Density of wc=2.200t/m3Density of filling=1.800t/m3Normal Clear Span of Culvert=7.700mAngle=29.62deg=0.517radiansCalculation of dead loadDue to Slab thickness=288.000t/mDue to wc=0.021t/mDue to filling=1.485t/mDL intensity=289.506t/mLL intensity=0t/mTotal intensity=0.000t/mDesign intensity of load0=0.000t/mLoad per m run of the beam=0.000t/mSpan of the assumed beam=8.856mDesign Bending Moment=0.000t-mGrade of Concrete="1"001000T/M2Grade of Steel=Fe41520000T/M2Q=1/(1+sst/m*scbc)=1.481MpaK=1-k/3=0.333J=0.5*k*j*scbc=0.889dreqd0=0mmdprovd.=1200mm0Ast reqd.0=0mm2Provide"1900"00At70 mmspacingNo. of Bars=3nos.Ast provide=+(3.1432^2/4)3=2412mm20B.M. (For distribution steel)=0.000t-mAst reqd.=0.0mm2Provide"1900"00At75 mmspacingNo. of Bars=2Ast provide=9810

AngleAngleSkew Box CulvertAngleAngle

IRCb/l0a0.10.40.20.80.31.160.41.440.51.680.61.840.71.960.82.080.92.161.02.241.12.281.22.361.32.41.42.481.52.481.62.521.72.561.82.61.92.6022.60

LL INTENSITYLive load intensity :Clear Span (m)Effective Span (m)Intensity due to live load (t/m2)6.007.502.51

2 Cell_BBSBAR BENDING SCHEDULE FOR THE BOX CULVERTFor Normal Spans:For 1 m length of the culvertS.No.Bar MarkUsageBar Dia(mm)Bar ShapeDensity (kg/m)Cut length(mm)Nos.Total Length (m)Total Weight (kg)15Top Slab Bottom161.589050981.45128.6926Top Slab Top-Throughout161.5810230661.496.9836aTop Slab Top-Supp Xtra161.583250619.530.8142Bottom Slab Top161.589000981.0127.9851Bottom Slab Bottom-Thr161.5810180661.196.5161aBottom Slab Bottom-Supp Xtra161.583250619.530.8174Side Wall Inner Face161.585080840.664.2183Side Wall Outer Face161.583900831.249.30912Intermediate Wall Inn161.583900519.5030.811012Intermediate Wall Out161.583900519.5030.81117Distribution (Top Slab)100.6211503580.549.91For Top and Bottom129Distribution (Bottom Slab)100.6211503580.549.91For Top and Bottom138Haunch Reinf80.49243128.711.46In 4 haunches147Distribution (Int.Wall)100.6211502046.028.52For Inner and Outer1510Edge Beam100.62390057222.3137.83NOT CONSIDERED IN TENDER1611Edge Beam100.62850012102.063.24TOTAL1027.77VOLUME OF CONCRETE FOR 1 m LENGTH :23.4cumReinforcement Density44kg/cumWith Edge BeamsVOLUME OF CONCRETE FOR 1 m LENGTH :17.0cumReinforcement Density49kg/cumWithout Edge Beams

FIG

DENSITYCOMPARISON OF 3.75 X 3.0 pup WITH 4.0 x 3.0 Box CulvertSteel Weight per cum of ConcreteSteel Weight per cum of ConcreteClear width=6.00mClear width=6.00mClear height=5.50mClear height=5.50mTop slab thickness=0.70mTop slab thickness=0.70mBottom slab thickness=0.80mBottom slab thickness=0.80mSide wall thickness=0.85mSide wall thickness=0.85mHeight of fill in left=0.00mHeight of fill in left=0.00mHeight of fill in Right=0.00mHeight of fill in Right=0.00mWidth of Carriage way=7.50mWidth of Carriage way=7.50mHaunch Size0.150.15Haunch Size0.150.15C/S area=20.945m3C/S area=20.945m3Bar No.Dia of BarSpacingWeight/mLengthNumberTotal KgBar No.Dia of BarSpacingWeight/mLengthNumberTotal Kg120 mm dia @250 mm c/c2.4661512.5204123.504803672110 mm dia @200 mm c/c0.6165412.520538.5952511475216 mm dia @200 mm c/c1.5783424.8405196.0293497261220 mm dia @200 mm c/c2.4661524.8405306.295858947316 mm dia @200 mm c/c1.578349.220572.7612964764312 mm dia @200 mm c/c0.887819.220540.928229268416 mm dia @200 mm c/c1.578344.200533.1450591324416 mm dia @200 mm c/c1.578344.200533.1450591324516 mm dia @300 mm c/c1.578348.6208108.8420608463512 mm dia @175 mm c/c0.887818.6201291.8354888391612 mm dia @200 mm c/c0.887819.220540.928229268616 mm dia @200 mm c/c1.578349.220572.7612964764712 mm dia @200 mm c/c0.887814.200518.64409576278 mm dia @200 mm c/c0.394584.20058.2862647831820 mm dia @300 mm c/c2.4661512.5204123.504803672810 mm dia @200 mm c/c0.6165412.520538.5952511475712 mm dia @200 mm c/c0.887811.000140124.2939717466710 mm dia @200 mm c/c0.616541.00014086.3152581574812 mm dia @200 mm c/c0.887811.000152134.9477407535810 mm dia @200 mm c/c0.616541.00015293.7137088566910 mm dia @120 mm c/c0.616542.3503652.1590774294910 mm dia @150 mm c/c0.616542.3502840.568171334Shear8 mm dia @300 mm c/c851.0398380891Density of Steel=40.6Kg/m31028.7604884849Density of Steel=49.1Kg/m3

Sheet1