Post on 29-Nov-2014
ASK-RRB:Box Design calculations for DFC Loading: 3.5 m x 3.5 m
MaterialsGrade of concrete M 35 Select from Dropdown ListGrade of steel Fe 415 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 3.50 mClear height of box, m 3.50 mBarrel Length of bridge 6.85 mBallast cushion mmEarth cushion 2000 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 100 mm
Dimensions (Output) B G CThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 3.85Effective height 3.95
E E'Overall span of bridge 4.2Overall height of bridge 4.3Size of haunch 350
6.67 Dispersion width 2.745+Bst cu+le/2 A F D
DFC Loads625.63 EUDL for bending moment fm table KN
843.03 EUDL for shear from table KN
0.962 Coefficient of DA 0.15+8/(6+le)0.305 CDA with ballast+earth cushion 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 8.18Haunches 0.40
Superimposed dead load (SIDL)#DIV/0! Rails & Sleepers
Ballast & Earth 43.2043.20
Superimposed live load (SILL) (with CDA)#DIV/0! For BM#DIV/0! For Shear
Derailment LoadFor BM 0.00For Shear 0.00
BM Loads on top slab with load factorsTop slab 12.25Haunch 1.11SIDL 73.44
0.00 SILL0.00 Derailment Load (DRL)
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Total (W/0 SILL+DRL) 86.80Total (With SILL+DRL) 86.80
BM Loads on Bottom slab with load factorsSide walls 22.91Haunches 1.11
Total 24.02
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 12.08 19.575At Bottom 34.01 55.125
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 26.40
Surcharge pressureAt top 19.42 kn/m2
#DIV/0! At Bottom kn/m2Earth pressure (with load factors)
At top 20.53 kn/m2At Bottom 57.81 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 53.55 kn/m2At Bottom 57.81 kn/m2
Max pressure at bottom of foundation 119.58 Kn/m2 (Without water)Max pressure at bottom of foundation 153.91 Kn/m2 (With full water)
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -108.11 -111.32 -111.32 -111.32
Top U R/c -85.71 -87.83 -87.83 -87.83
Btm I R/c 97.23 102.12 102.12 102.12
Top I R/c 75.12 81.10 81.10 81.10
Side O R/c 0.00 -6.98 -6.98 -6.98
Side I R/c 11.69 9.02 9.02 11.69
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro Ast pro
b Top slab mid span 81.10 821.85 10.23 100 10 785d Bottom slab mid span 102.12 1046.02 11.54 100 12 1131c Bottom U Rod 111.32 570.97 12.06 200 12 565
a1 Side outer 6.98 700.00 13.35 200 16 1005a2 Top U-Rod 87.83 525.00 11.56 200 12 565e Side inner 11.69 700.00 13.35 200 16 1005
h2 Distribution side NA 420.00 8.96 150 10 524h1 Distribution top/btm NA 420.00 8.96 150 10 524f1 Top Haunch NA 523.01 11.54 200 12 565f2 Bottom Haunch NA 523.01 11.54 200 12 565
Total 6249.86 Total 7236
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 136.72 0.48 0.28 0.45 1.15 0.52Btm Slab 174.55 0.61 0.40 0.50 1.15 0.57Side wall 117.04 0.42 0.37 0.50 1.21 0.60
Asv Req Dia Req spacing-L Spacing-W Dia Pro Ast Pro
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc s x vc
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
g1 Sheer links-top slab 166.18 6.51 150 200 8 251.33g2 Sheer links-btm slab 183.73 6.84 150 200 8 251.33g3 Sheer links-side walls 166.18 6.51 150 200 8 251.33
Per sqm 3440.61 Per sqm 5026.55
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0111 0.0220 0.5064
AB 0.0109 0.4936
B BA 0.0109 0.0220 0.4936BC 0.0111 0.5064
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD-72.95 71.84 -107.22 107.22 -71.84 72.95 -136.89 136.89
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B C D (A)DFs 0.5064 0.4936 0.4936 0.5064 0.5064 0.4936 0.4936 0.5064FEMs 136.89 -72.95 71.84 -107.22 107.22 -71.84 72.95 -136.89Balance -32.38 -31.56 17.46 17.92 -17.92 -17.46 31.56 32.38C.Over 16.19 8.73 -15.78 -8.96 8.96 15.78 -8.73 -16.19Balance -12.62 -12.30 12.21 12.53 -12.53 -12.21 12.30 12.62C.Over 6.31 6.11 -6.15 -6.26 6.26 6.15 -6.11 -6.31Balance -6.29 -6.13 6.13 6.29 -6.29 -6.13 6.13 6.29C.Over 3.14 3.06 -3.06 -3.14 3.14 3.06 -3.06 -3.14Balance -3.14 -3.06 3.06 3.14 -3.14 -3.06 3.06 3.14C.Over 1.57 1.53 -1.53 -1.57 1.57 1.53 -1.53 -1.57Balance -1.57 -1.53 1.53 1.57 -1.57 -1.53 1.53 1.57
108.11 -108.11 85.71 -85.71 85.71 -85.71 108.11 -108.11
205.34 108.11 97.23
160.83 85.71 75.12
108.60 -96.91 11.69 -ve Outer R/c
108.60 -96.91 11.69 +ve Inner R/c
MF
MG
ME
ME'
a b c1 10 2 12 8 0 8 0.0165232 -361.05 285566.891 10 2 12 10 1 10 0.0165232 -361.05 359586.872 12 3 16 12 2 12 0.0165232 -361.05 401148.82 12 3 16 16 3 16 0.0169393 -361.05 25135.3551 10 2 12 20 4 20 0.0165232 -361.05 305498.642 12 3 16 25 5 25 0.0169393 -361.05 42117.2930 8 1 10 32 6 320 8 1 10 40 7 40
20 25 30 35 401 0.15 1 0.31 0.31 0.36 0.37 0.392 0.25 2 0.37 0.4 0.42 0.44 0.47
3 0.50 3 0.47 0.5 0.53 0.56 0.59
4 1.00 4 0.59 0.63 0.67 0.7 0.745 2.00 5 0.74 0.8 0.85 0.89 0.936 3.00 6 0.85 0.91 0.97 1.01 1.06
2 0.25 0.44 0.45
0 8 1 10 3 0.50 0.560 8 1 10 2 0.25 0.44 0.500 8 1 10 3 0.50 0.56
2 0.25 0.44 0.503 0.50 0.56
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD-72.95 71.84 -107.22 107.22 -46.08 55.78 -136.89 136.89
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
(D) A B C D (A)0.5064 0.4936 0.4936 0.5064 0.5064 0.4936 0.4936 0.5064136.89 -72.95 71.84 -107.22 107.22 -46.08 55.78 -136.89-32.38 -31.56 17.46 17.92 -30.96 -30.18 40.04 41.0820.54 8.73 -15.78 -15.48 8.96 20.02 -15.09 -16.19-14.82 -14.45 15.43 15.83 -14.67 -14.30 15.44 15.847.92 7.71 -7.22 -7.34 7.92 7.72 -7.15 -7.41-7.92 -7.72 7.19 7.37 -7.92 -7.72 7.19 7.373.69 3.59 -3.86 -3.96 3.69 3.59 -3.86 -3.96-3.69 -3.59 3.86 3.96 -3.69 -3.59 3.86 3.961.98 1.93 -1.80 -1.84 1.98 1.93 -1.80 -1.84-1.98 -1.93 1.80 1.84 -1.98 -1.93 1.80 1.84
Non-Sway 110.23 -110.23 88.92 -88.92 70.54 -70.54 96.20 -96.20Sway 1.09 -1.09 -1.09 1.09 1.09 -1.09 -1.09 1.09Final M 111.32 -111.32 87.83 -87.83 71.63 -71.63 95.12 -95.12
205.34 103.22 102.12
160.83 79.73 81.10
108.60 -99.57 9.02 -ve Outer R/c
76.40 -83.37 -6.98 +ve Inner R/c
Hor Reaction at A -5.54 R2L Check:Hor Reaction at D 6.67 L2R Final Hor Rcn at A -6.10 R2LValue of P preventing side sway 1.13 R2L Final Hor Rcn at D 6.10 L2R
Moment Distribution-Case-II (Sway Moments)
(D) A B C D (A)0.5064 0.4936 0.4936 0.5064 0.5064 0.4936 0.4936 0.5064
0.00 3.00 3.00 0.00 0.00 3.00 3.00 0.00-1.52 -1.48 -1.48 -1.52 -1.52 -1.48 -1.48 -1.52-0.76 -0.74 -0.74 -0.76 -0.76 -0.74 -0.74 -0.760.76 0.74 0.74 0.76 0.76 0.74 0.74 0.760.38 0.37 0.37 0.38 0.38 0.37 0.37 0.38-0.38 -0.37 -0.37 -0.38 -0.38 -0.37 -0.37 -0.38-0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.190.19 0.19 0.19 0.19 0.19 0.19 0.19 0.190.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09-0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09-1.52 1.52 1.52 -1.52 -1.52 1.52 1.52 -1.52 Sway of 1.58-1.09 1.09 1.09 -1.09 -1.09 1.09 1.09 -1.09 Sway of 1.13
Hor Reaction at A 0.79 L2RHor Reaction at D 0.79 L2RValue of P preventing side sway 1.58 R2L
MF
MG
ME
ME'
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD-72.95 71.84 -107.22 107.22 -46.08 55.78 -136.89 136.89
Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
(D) A B C D (A)0.5064 0.4936 0.4936 0.5064 0.5064 0.4936 0.4936 0.5064136.89 -72.95 71.84 -107.22 107.22 -46.08 55.78 -136.89-32.38 -31.56 17.46 17.92 -30.96 -30.18 40.04 41.0820.54 8.73 -15.78 -15.48 8.96 20.02 -15.09 -16.19-14.82 -14.45 15.43 15.83 -14.67 -14.30 15.44 15.847.92 7.71 -7.22 -7.34 7.92 7.72 -7.15 -7.41-7.92 -7.72 7.19 7.37 -7.92 -7.72 7.19 7.373.69 3.59 -3.86 -3.96 3.69 3.59 -3.86 -3.96-3.69 -3.59 3.86 3.96 -3.69 -3.59 3.86 3.961.98 1.93 -1.80 -1.84 1.98 1.93 -1.80 -1.84-1.98 -1.93 1.80 1.84 -1.98 -1.93 1.80 1.84
Non-Sway 110.23 -110.23 88.92 -88.92 70.54 -70.54 96.20 -96.20Sway 1.09 -1.09 -1.09 1.09 1.09 -1.09 -1.09 1.09Final M 111.32 -111.32 87.83 -87.83 71.63 -71.63 95.12 -95.12
205.34 103.22 102.12
160.83 79.73 81.10
108.60 -99.57 9.02 -ve Outer R/c
76.40 -83.37 -6.98 +ve Inner R/c
Hor Reaction at A -5.54 R2L Check:Hor Reaction at D 6.67 L2R Hor Reaction at A -6.10 R2LValue of P preventing side sway 1.13 R2L Hor Reaction at D 6.10 L2R
Moment Distribution-Case-III (Sway Moments)
(D) A B C D (A)0.5064 0.4936 0.4936 0.5064 0.5064 0.4936 0.4936 0.5064
0.00 3.00 3.00 0.00 0.00 3.00 3.00 0.00-1.52 -1.48 -1.48 -1.52 -1.52 -1.48 -1.48 -1.52-0.76 -0.74 -0.74 -0.76 -0.76 -0.74 -0.74 -0.760.76 0.74 0.74 0.76 0.76 0.74 0.74 0.760.38 0.37 0.37 0.38 0.38 0.37 0.37 0.38-0.38 -0.37 -0.37 -0.38 -0.38 -0.37 -0.37 -0.38-0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.190.19 0.19 0.19 0.19 0.19 0.19 0.19 0.190.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09-0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09-1.52 1.52 1.52 -1.52 -1.52 1.52 1.52 -1.52 Sway of 1.58-1.09 1.09 1.09 -1.09 -1.09 1.09 1.09 -1.09 Sway of 1.13
Hor Reaction at A 0.79 L2RHor Reaction at D 0.79 L2RValue of P preventing side sway 1.58 R2L
MF
MG
ME
ME'
max CS,CH Haunch
Concrete Steel Agg size Rails 20015 415 10 52 3.0 30020 500 12.5 60 3.5 35025 550 20 4.0 40030 25 4.5 45035 40 5.0 500 3.5040 5.5 550
6.0 600Appendix XXVI(a) above 8.0 m from A.XXVIEUDL for BM in KN EUDL for Shear in KN
L in m 200 300 400 600 L in m 200 300 400 6000.5 350.74 287.43 243.53 186.49 0.5 350.74 287.53 243.53 186.491.0 492.45 460.60 428.75 365.05 1.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.70 1.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.98 2.0 564.68 548.80 532.83 500.982.5 579.18 566.44 553.70 528.22 2.5 648.76 623.28 597.80 546.843.0 588.78 578.20 567.52 546.35 3.0 752.93 731.67 710.50 667.973.5 608.58 599.47 590.35 572.12 3.5 827.32 809.19 790.96 754.604.0 680.51 672.48 664.54 648.56 4.0 883.18 867.30 851.42 819.674.5 738.53 731.57 724.51 710.30 4.5 941.78 924.92 908.75 878.085.0 815.07 808.50 802.13 789.39 5.0 1035.76 1016.65 998.82 959.425.5 914.73 908.95 903.07 891.51 5.5 1115.44 1097.99 1080.55 1045.866.0 997.64 992.25 987.06 976.37 6.0 1181.68 1165.81 1149.74 1117.986.5 1062.86 1058.11 1053.06 1045.16 6.5 1260.38 1243.28 1226.18 1192.077.0 1128.08 1123.96 1119.06 1113.95 7.0 1339.07 1320.75 1302.62 1266.167.5 1185.75 1181.73 1177.42 1170.80 7.5 1414.82 1397.68 1380.43 1348.298.0 1243.42 1239.50 1235.78 1227.65 8.0 1490.58 1474.61 1458.24 1430.418.5 1334.56 1334.56 1334.56 1334.56 8.5 1620.43 1620.43 1620.43 1620.439.0 1399.73 1399.73 1399.73 1399.73 9.0 1671.88 1671.88 1671.88 1671.88
9.5 1458.34 1458.34 1458.34 1458.34 9.5 1718.04 1718.04 1718.04 1718.04
10.0 1511.16 1511.16 1511.16 1511.16 10.0 1759.49 1759.49 1759.49 1759.49
3.5 572.12 625.63 4.0 819.67 843.034.0 648.56 4.5 878.08
ASK-RRB:Box Design calculations for DFC Loading: 6 m x 4 m
MaterialsGrade of concrete M 35 Select from Dropdown ListGrade of steel Fe 415 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 6.00 mClear height of box, m 4.00 m
Barrel Length of bridge 6.85 mBallast cushion 300 mmEarth cushion 2000 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B G CThickness of top & Bottom slab 0.6Thickness of side walls 0.5Effective span 6.50Effective height 4.75
E E'Overall span of bridge 7Overall height of bridge 5.35Size of haunch 600Dispersion width 2.745+Bst cu+le/2 8.30
A F DDFC Loads
EUDL for bending moment fm table 1045.16 KN
EUDL for sheer from table 1266.16 KN
Coefficient of DA 0.15+8/(6+le) 0.790CDA with ballast+earth cushion 0.211 2.4.2.1 a & b
Case-IDead load of Box
Top slab 15Bottom slab 15Side walls 7.98Haunches 0.69
Superimposed dead load (SIDL)Rails & Sleepers 2.26
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 48.9651.22
Superimposed live load (SILL) (with CDA)For BM 36.73For Shear 44.50
Derailment LoadFor BM 5.51For Shear 6.67
BM Loads on top slab with load factorsTop slab 21.00Haunch 1.94SIDL 87.08SILL 73.46Derailment Load (DRL) 11.02
Total (W/0 SILL+DRL) 110.02Total (With SILL+DRL) 194.50
BM Loads on Bottom slab with load factorsSide walls 22.35Haunches 1.94
Total 24.28
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 14.44 23.4At Bottom 40.81 66.15
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 12.00 kn/m2
Earth pressure (with load factors)At top 24.54 kn/m2At Bottom 69.38 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 60.58 kn/m2At Bottom 89.78 kn/m2
Max pressure at bottom of foundation 233.78 Kn/m2 (Without water)Max pressure at bottom of foundation 273.02 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -432.13 -438.74 -307.30 -438.74
Top U R/c -368.70 -374.45 -243.00 -374.45
Btm I R/c 723.32 737.69 422.99 737.69
Top I R/c 658.49 673.73 359.03 673.73
Side O R/c -188.38 -232.18 -100.73 -232.18
Side I R/c 0.00 0.00 0.00 0.00
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro Ast pro
b Top slab mid span 673.73 3857.16 22.16 100 25 4909d Bottom slab mid span 737.69 4270.86 23.32 100 25 4909c Bottom U Rod 438.74 2130.26 23.29 200 25 2454
a1 Side outer 232.18 1580.35 20.06 200 20 1571a2 Top U-Rod 374.45 1244.57 17.80 200 20 1571e Side inner 0.00 1000.00 15.96 200 16 1005
h2 Distribution side NA 600.00 10.70 150 12 754h1 Distribution top/btm NA 720.00 11.73 150 12 754f1 Top Haunch NA 2135.43 23.32 200 25 2454f2 Bottom Haunch NA 2135.43 23.32 200 25 2454
Total 19674.06 Total 22835
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 562.76 1.05 0.92 0.68 0.98 0.67Btm Slab 627.11 1.17 0.92 0.52 0.98 0.51Side wall 203.46 0.48 0.37 0.50 1.11 0.55
Asv Req Dia Req spacing-L Spacing-W Dia Pro Ast Prog1 Sheer links-top slab 326.68 9.12 150 200 10 392.70g2 Sheer links-btm slab 439.33 10.58 150 200 12 565.49g3 Sheer links-side walls 166.18 6.51 150 200 8 251.33
Per sqm 6214.63 Per sqm 8063.42
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc s x vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0332 0.0595 0.5581
AB 0.0263 0.4419
B BA 0.0263 0.0595 0.4419BC 0.0332 0.5581
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD
-146.84 135.86 -684.79 684.79 -135.86 146.84 -770.30 770.30
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B C DDFs 0.5581 0.4419 0.4419 0.5581 0.5581 0.4419 0.4419 0.5581FEMs 770.30 -146.84 135.86 -684.79 684.79 -135.86 146.84 -770.30Balance -347.93 -275.53 242.59 306.34 -306.34 -242.59 275.53 347.93C.Over 173.96 121.30 -137.76 -153.17 153.17 137.76 -121.30 -173.96Balance -164.77 -130.49 128.57 162.36 -162.36 -128.57 130.49 164.77C.Over 82.39 64.29 -65.24 -81.18 81.18 65.24 -64.29 -82.39Balance -81.85 -64.82 64.71 81.71 -81.71 -64.71 64.82 81.85C.Over 40.93 32.35 -32.41 -40.86 40.86 32.41 -32.35 -40.93Balance -40.90 -32.39 32.38 40.89 -40.89 -32.38 32.39 40.90C.Over 20.45 16.19 -16.19 -20.44 20.44 16.19 -16.19 -20.45Balance -20.45 -16.19 16.19 20.45 -20.45 -16.19 16.19 20.45
432.13 -432.13 368.70 -368.70 368.70 -368.70 432.13 -432.13
1155.45 432.13 723.32
1027.19 368.70 658.49
212.03 -400.41 -188.38 -ve Outer R/c
212.03 -400.41 -188.38 +ve Inner R/c
MF
MG
ME
ME'
a b4 20 5 25 8 0 8 0.0088021 -361.054 20 5 25 10 1 10 0.0088021 -361.054 20 5 25 12 2 12 0.0088021 -361.054 20 5 25 16 3 16 0.0110026 -361.053 16 4 20 20 4 20 0.0088021 -361.052 12 3 16 25 5 25 0.0110026 -361.051 10 2 12 32 6 321 10 2 12 40 7 40
20 25 30 351 0.15 1 0.31 0.31 0.36 0.372 0.25 2 0.37 0.4 0.42 0.44
3 0.50 3 0.47 0.5 0.53 0.56
4 1.00 4 0.59 0.63 0.67 0.75 2.00 5 0.74 0.8 0.85 0.896 3.00 6 0.85 0.91 0.97 1.01
3 0.50 0.56 0.680 8 1 10 4 1.00 0.701 10 2 12 3 0.50 0.56 0.520 8 1 10 4 1.00 0.70
2 0.25 0.44 0.503 0.50 0.56
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA
-146.84 135.86 -684.79 684.79 -79.86 96.72 -770.30
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
(A) (D) A B C0.5581 0.4419 0.4419 0.5581 0.5581 0.4419 0.4419770.30 -146.84 135.86 -684.79 684.79 -79.86 96.72-347.93 -275.53 242.59 306.34 -337.59 -267.34 297.68187.95 121.30 -137.76 -168.80 153.17 148.84 -133.67-172.58 -136.67 135.48 171.08 -168.54 -133.47 135.9585.84 67.74 -68.33 -84.27 85.54 67.98 -66.73-85.71 -67.87 67.44 85.16 -85.67 -67.84 67.6342.70 33.72 -33.94 -42.84 42.58 33.81 -33.92-42.65 -33.77 33.93 42.84 -42.63 -33.76 33.9321.42 16.96 -16.89 -21.32 21.42 16.97 -16.88-21.42 -16.96 16.88 21.32 -21.42 -16.96 16.88
Non-Sway 437.92 -437.92 375.27 -375.27 331.65 -331.65 397.59Sway 0.82 -0.82 -0.82 0.82 0.82 -0.82 -0.82Final M 438.74 -438.74 374.45 -374.45 332.47 -332.47 396.77
1155.45 417.76 737.69
1027.19 353.46 673.73
212.03 -406.60 -194.57 -ve Outer R/c
132.44 -364.62 -232.18 +ve Inner R/c
Hor Reaction at A -9.64 R2L Check:Hor Reaction at D 10.14 L2R Final Hor Rcn at A
Value of P preventing side sway 0.50 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C D0.5581 0.4419 0.4419 0.5581 0.5581 0.4419 0.4419 0.5581
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00 0.00-1.67 -1.33 -1.33 -1.67 -1.67 -1.33 -1.33 -1.67-0.84 -0.66 -0.66 -0.84 -0.84 -0.66 -0.66 -0.840.84 0.66 0.66 0.84 0.84 0.66 0.66 0.840.42 0.33 0.33 0.42 0.42 0.33 0.33 0.42-0.42 -0.33 -0.33 -0.42 -0.42 -0.33 -0.33 -0.42-0.21 -0.17 -0.17 -0.21 -0.21 -0.17 -0.17 -0.210.21 0.17 0.17 0.21 0.21 0.17 0.17 0.210.10 0.08 0.08 0.10 0.10 0.08 0.08 0.10-0.10 -0.08 -0.08 -0.10 -0.10 -0.08 -0.08 -0.10-1.67 1.67 1.67 -1.67 -1.67 1.67 1.67 -1.67-0.82 0.82 0.82 -0.82 -0.82 0.82 0.82 -0.82
Hor Reaction at A 0.52 L2RHor Reaction at D 0.52 L2RValue of P preventing side sway 1.03 R2L
c1261673
1381441.41026303.6543107.84696647.49
0
400.390.47
0.59
0.740.931.06
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC770.30 -146.84 135.86 -387.36 387.36 -79.86 96.72
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B C0.5581 0.5581 0.4419 0.4419 0.5581 0.5581 0.4419-770.30 472.86 -146.84 135.86 -387.36 387.36 -79.86375.90 -181.94 -144.08 111.15 140.35 -171.60 -135.89-173.96 104.95 55.57 -72.04 -85.80 70.18 83.11171.68 -89.58 -70.94 69.76 88.09 -85.55 -67.74-86.29 44.34 34.88 -35.47 -42.77 44.04 35.1285.40 -44.21 -35.01 34.58 43.67 -44.18 -34.98-42.85 21.95 17.29 -17.51 -22.09 21.83 17.3842.85 -21.90 -17.34 17.50 22.10 -21.88 -17.33-21.32 11.05 8.75 -8.67 -10.94 11.05 8.7521.32 -11.05 -8.75 8.67 10.95 -11.05 -8.75
-397.59 Non-Sway 306.48 -306.48 243.82 -243.82 200.20 -200.200.82 Sway 0.82 -0.82 -0.82 0.82 0.82 -0.82
-396.77 Final M 307.30 -307.30 243.00 -243.00 201.02 -201.02
709.29 286.31 422.99
581.04 222.01 359.03
212.03 -275.15 -63.12 -ve Outer R/c
132.44 -233.17 -100.73 +ve Inner R/c
Hor Reaction at A -9.64 R2L Check:
-9.89 R2L Hor Reaction at D 10.14 L2R Hor Reaction at A
9.89 L2R Value of P preventing side sway 0.50 R2L Hor Reaction at D
Moment Distribution-Case-III (Sway Moments)
(A) (D) A B C0.5581 0.4419 0.4419 0.5581 0.5581 0.4419 0.4419
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.67 -1.33 -1.33 -1.67 -1.67 -1.33 -1.33-0.84 -0.66 -0.66 -0.84 -0.84 -0.66 -0.660.84 0.66 0.66 0.84 0.84 0.66 0.660.42 0.33 0.33 0.42 0.42 0.33 0.33-0.42 -0.33 -0.33 -0.42 -0.42 -0.33 -0.33-0.21 -0.17 -0.17 -0.21 -0.21 -0.17 -0.170.21 0.17 0.17 0.21 0.21 0.17 0.170.10 0.08 0.08 0.10 0.10 0.08 0.08-0.10 -0.08 -0.08 -0.10 -0.10 -0.08 -0.08
Sway of 1.03 -1.67 1.67 1.67 -1.67 -1.67 1.67 1.67Sway of 0.50 -0.82 0.82 0.82 -0.82 -0.82 0.82 0.82
Hor Reaction at A 0.52 L2RHor Reaction at D 0.52 L2RValue of P preventing side sway 1.03 R2L
max CS,CH Haunch
Concrete Steel Agg size Rails 20015 415 10 52 3.0 30020 500 12.5 60 3.5 35025 550 20 4.0 40030 25 4.5 45035 40 5.0 50040 5.5 550
6.0 600Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI
-472.86 472.86 EUDL for BM in KN EUDL for Shear in KNL in m 200 300 400 600 L in m
Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49 0.51.0 492.45 460.60 428.75 365.05 1.0
D (A) 1.5 540.57 519.40 498.13 455.70 1.50.4419 0.5581 2.0 564.68 548.80 532.83 500.98 2.096.72 -472.86 2.5 579.18 566.44 553.70 528.22 2.5
166.23 209.91 3.0 588.78 578.20 567.52 546.35 3.0-67.95 -90.97 3.5 608.58 599.47 590.35 572.12 3.570.23 88.69 4.0 680.51 672.48 664.54 648.56 4.0-33.87 -44.79 4.5 738.53 731.57 724.51 710.30 4.534.76 43.90 5.0 815.07 808.50 802.13 789.39 5.0-17.49 -22.11 5.5 914.73 908.95 903.07 891.51 5.517.50 22.10 6.0 997.64 992.25 987.06 976.37 6.0-8.67 -10.95 6.5 1062.86 1058.11 1053.06 1045.16 6.58.67 10.95 7.0 1128.08 1123.96 1119.06 1113.95 7.0
266.14 -266.14 7.5 1185.75 1181.73 1177.42 1170.80 7.5-0.82 0.82 8.0 1243.42 1239.50 1235.78 1227.65 8.0
265.32 -265.32 8.5 1334.56 1334.56 1334.56 1334.56 8.59.0 1399.73 1399.73 1399.73 1399.73 9.0
9.5 1458.34 1458.34 1458.34 1458.34 9.5
10.0 1511.16 1511.16 1511.16 1511.16 10.0
-ve Outer R/c
+ve Inner R/c 6.5 1045.16 1045.16 7.07.0 1113.95 7.5
Hor Reaction at A -9.89 R2LHor Reaction at D 9.89 L2R
D (A)0.5581
0.00-1.67-0.840.840.42-0.42-0.210.210.10-0.10-1.67 Sway of 1.03-0.82 Sway of 0.50
6.00
EUDL for Shear in KN200 300 400 600
350.74 287.53 243.53 186.49
492.35 460.50 428.65 365.05540.57 519.40 498.13 455.70564.68 548.80 532.83 500.98648.76 623.28 597.80 546.84752.93 731.67 710.50 667.97827.32 809.19 790.96 754.60883.18 867.30 851.42 819.67941.78 924.92 908.75 878.08
1035.76 1016.65 998.82 959.421115.44 1097.99 1080.55 1045.861181.68 1165.81 1149.74 1117.981260.38 1243.28 1226.18 1192.071339.07 1320.75 1302.62 1266.161414.82 1397.68 1380.43 1348.291490.58 1474.61 1458.24 1430.411620.43 1620.43 1620.43 1620.431671.88 1671.88 1671.88 1671.88
1718.04 1718.04 1718.04 1718.04
1759.49 1759.49 1759.49 1759.49
1266.16 1266.161348.29
ASK-RRB:Box Design calculations for DFC Loading: 4 m x 5.5 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 4.00 mClear height of box, m 5.50 mBarrel Length of bridge 6.85 mBallast cushion 300 mmEarth cushion 1000 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B G CThickness of top & Bottom slab 0.5Thickness of side walls 0.55Effective span 4.55Effective height 6.15
E E'Overall span of bridge 5.1Overall height of bridge 6.65Size of haunch 550Dispersion width 2.745+Bst cu+le/2 6.32
A F DDFC Loads
EUDL for bending moment fm table 718.21 KN
EUDL for sheer from table 976.71 KN
Coefficient of DA 0.15+8/(6+le) 0.908CDA with ballast+earth cushion 0.394 2.4.2.1 a & b
Case-IDead load of Box
Top slab 12.5Bottom slab 12.5Side walls 17.07Haunches 0.83
Superimposed dead load (SIDL)Rails & Sleepers 2.26Ballast & Earth 29.76
32.02Superimposed live load (SILL) (with CDA)
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
For BM 41.50For Shear 56.44
Derailment LoadFor BM 6.23For Shear 8.47
BM Loads on top slab with load factorsTop slab 17.50Haunch 2.33SIDL 54.44SILL 83.01Derailment Load (DRL) 12.45
Total (W/0 SILL+DRL) 74.27Total (With SILL+DRL) 169.73
BM Loads on Bottom slab with load factorsSide walls 47.81Haunches 2.33
Total 50.13
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 8.61 13.95At Bottom 42.75 69.3
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 12.00 kn/m2
Earth pressure (with load factors)At top 14.63 kn/m2At Bottom 72.68 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 50.67 kn/m2At Bottom 93.08 kn/m2
Max pressure at bottom of foundation 232.36 Kn/m2 (Without water)Max pressure at bottom of foundation 286.32 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -316.57 -328.27 -246.56 -328.27
Top U R/c -245.19 -255.64 -173.93 -255.64
Btm I R/c 252.39 274.18 108.85 274.18
Top I R/c 194.04 217.07 51.74 217.07
Side O R/c 0.00 -18.60 0.00 -18.60
Side I R/c 58.93 47.86 129.57 129.57
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro Ast pro
b Top slab mid span 217.07 1211.65 12.42 100 12 1131d Bottom slab mid span 274.18 1554.08 14.07 100 16 2011c Bottom U Rod 328.27 1099.39 16.73 200 16 1005
a1 Side outer 18.60 1100.00 16.74 200 16 1005a2 Top U-Rod 255.64 926.74 15.36 200 16 1005e Side inner 129.57 1100.00 16.74 200 16 1005
h2 Distribution side NA 660.00 11.23 150 12 754h1 Distribution top/btm NA 600.00 10.70 150 12 754f1 Top Haunch NA 777.04 14.07 200 16 1005f2 Bottom Haunch NA 777.04 14.07 200 16 1005
Total 9805.95 Total 10681
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 352.05 0.81 0.26 0.42 1.04 0.44Btm Slab 438.53 1.01 0.46 0.40 1.04 0.42Side wall 254.36 0.53 0.21 0.40 1.07 0.42
Asv Req Dia Req spacing-L Spacing-W Dia Pro Ast Prog1 Sheer links-top slab 319.85 9.02 150 200 10 392.70g2 Sheer links-btm slab 411.60 10.24 150 200 12 565.49g3 Sheer links-side walls 211.19 7.33 150 200 8 251.33
Per sqm 6284.28 Per sqm 8063.42
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc s x vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0275 0.0545 0.5038
AB 0.0271 0.4962
B BA 0.0271 0.0545 0.4962BC 0.0275 0.5038
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD
-239.91 213.18 -292.82 292.82 -213.18 239.91 -379.31 379.31
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B C D (A)DFs 0.5038 0.4962 0.4962 0.5038 0.5038 0.4962 0.4962 0.5038FEMs 379.31 -239.91 213.18 -292.82 292.82 -213.18 239.91 -379.31Balance -70.24 -69.16 39.52 40.13 -40.13 -39.52 69.16 70.24C.Over 35.12 19.76 -34.58 -20.06 20.06 34.58 -19.76 -35.12Balance -27.65 -27.23 27.11 27.53 -27.53 -27.11 27.23 27.65C.Over 13.82 13.56 -13.61 -13.77 13.77 13.61 -13.56 -13.82Balance -13.80 -13.59 13.58 13.80 -13.80 -13.58 13.59 13.80C.Over 6.90 6.79 -6.79 -6.90 6.90 6.79 -6.79 -6.90Balance -6.90 -6.79 6.79 6.90 -6.90 -6.79 6.79 6.90C.Over 3.45 3.40 -3.40 -3.45 3.45 3.40 -3.40 -3.45Balance -3.45 -3.40 3.40 3.45 -3.45 -3.40 3.40 3.45
316.57 -316.57 245.19 -245.19 245.19 -245.19 316.57 -316.57
568.97 316.57 252.39
439.23 245.19 194.04
339.81 -280.88 58.93 -ve Outer R/c
339.81 -280.88 58.93 +ve Inner R/c
MF
MG
ME
ME'
a b c2 12 3 16 8 0 8 0.0183333 -435 500153.122 12 3 16 10 1 10 0.0183333 -435 631748.493 16 4 20 12 2 12 0.0183333 -435 687476.853 16 4 20 16 3 16 0.0166841 -435 38945.9312 12 3 16 20 4 20 0.0183333 -435 584328.233 16 4 20 25 5 25 0.0166841 -435 271346.651 10 2 12 32 6 321 10 2 12 40 7 40
20 25 30 35 401 0.15 1 0.31 0.31 0.36 0.37 0.392 0.25 2 0.37 0.4 0.42 0.44 0.47
3 0.50 3 0.47 0.5 0.53 0.56 0.59
4 1.00 4 0.59 0.63 0.67 0.7 0.745 2.00 5 0.74 0.8 0.85 0.89 0.936 3.00 6 0.85 0.91 0.97 1.01 1.06
2 0.25 0.42 0.420 8 1 10 3 0.50 0.531 10 2 12 2 0.25 0.42 0.400 8 1 10 3 0.50 0.53
1 0.15 0.36 0.402 0.25 0.42
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD
-239.91 213.18 -292.82 292.82 -119.30 155.89 -379.31 379.31
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
(D) A B C D (A)0.5038 0.4962 0.4962 0.5038 0.5038 0.4962 0.4962 0.5038379.31 -239.91 213.18 -292.82 292.82 -119.30 155.89 -379.31-70.24 -69.16 39.52 40.13 -87.43 -86.09 110.85 112.5756.28 19.76 -34.58 -43.71 20.06 55.42 -43.05 -35.12-38.31 -37.73 38.85 39.45 -38.03 -37.45 38.78 39.3819.69 19.42 -18.86 -19.02 19.72 19.39 -18.73 -19.16-19.71 -19.41 18.79 19.09 -19.71 -19.41 18.80 19.099.54 9.40 -9.70 -9.85 9.54 9.40 -9.70 -9.85-9.54 -9.40 9.70 9.85 -9.54 -9.40 9.70 9.854.93 4.85 -4.70 -4.77 4.93 4.85 -4.70 -4.77-4.93 -4.85 4.70 4.77 -4.93 -4.85 4.70 4.77
Non-Sway 327.03 -327.03 256.89 -256.89 187.44 -187.44 262.55 -262.55 Non-SwaySway 1.24 -1.24 -1.24 1.24 1.24 -1.24 -1.24 1.24 SwayFinal M 328.27 -328.27 255.64 -255.64 188.68 -188.68 261.31 -261.31 Final M
568.97 294.79 274.18
439.23 222.16 217.07
339.81 -291.96 47.86 -ve Outer R/c
206.40 -224.99 -18.60 +ve Inner R/c
Hor Reaction at A -15.42 R2L Check:Hor Reaction at D 16.51 L2R Final Hor Rcn at A -15.96 R2LValue of P preventing side sway 1.09 R2L Final Hor Rcn at D 15.96 L2R
Moment Distribution-Case-II (Sway Moments)
(D) A B C D (A) (D)0.5038 0.4962 0.4962 0.5038 0.5038 0.4962 0.4962 0.5038 0.5038
0.00 3.00 3.00 0.00 0.00 3.00 3.00 0.00 0.00-1.51 -1.49 -1.49 -1.51 -1.51 -1.49 -1.49 -1.51 -1.51-0.76 -0.74 -0.74 -0.76 -0.76 -0.74 -0.74 -0.76 -0.76
MF
MG
ME
ME'
0.76 0.74 0.74 0.76 0.76 0.74 0.74 0.76 0.760.38 0.37 0.37 0.38 0.38 0.37 0.37 0.38 0.38-0.38 -0.37 -0.37 -0.38 -0.38 -0.37 -0.37 -0.38 -0.38-0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.190.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.190.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09-0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.09-1.51 1.51 1.51 -1.51 -1.51 1.51 1.51 -1.51 Sway of 1.33 -1.51-1.24 1.24 1.24 -1.24 -1.24 1.24 1.24 -1.24 Sway of 1.09 -1.24
Hor Reaction at A 0.66 L2R Hor Reaction at AHor Reaction at D 0.66 L2R Hor Reaction at DValue of P preventing side sway 1.33 R2L Value of P preventing side sway
Concrete Steel15 41520 50025 550303540
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI
-239.91 213.18 -128.13 128.13 -119.30 155.89 -214.62 214.62 EUDL for BM in KNL in m 200
Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.741.0 492.45
(D) A B C D (A) 1.5 540.570.5038 0.4962 0.4962 0.5038 0.5038 0.4962 0.4962 0.5038 2.0 564.68214.62 -239.91 213.18 -128.13 128.13 -119.30 155.89 -214.62 2.5 579.1812.74 12.55 -42.20 -42.85 -4.45 -4.38 29.14 29.59 3.0 588.7814.79 -21.10 6.27 -2.22 -21.43 14.57 -2.19 6.37 3.5 608.583.18 3.13 -2.01 -2.04 3.45 3.40 -2.07 -2.11 4.0 680.51-1.05 -1.00 1.56 1.73 -1.02 -1.04 1.70 1.59 4.5 738.531.04 1.02 -1.63 -1.66 1.04 1.02 -1.63 -1.66 5.0 815.07-0.83 -0.82 0.51 0.52 -0.83 -0.82 0.51 0.52 5.5 914.730.83 0.82 -0.51 -0.52 0.83 0.82 -0.51 -0.52 6.0 997.64-0.26 -0.26 0.41 0.41 -0.26 -0.26 0.41 0.41 6.5 1062.860.26 0.26 -0.41 -0.41 0.26 0.26 -0.41 -0.41 7.0 1128.08
245.32 -245.32 175.17 -175.17 105.73 -105.73 180.84 -180.84 7.5 1185.751.24 -1.24 -1.24 1.24 1.24 -1.24 -1.24 1.24 8.0 1243.42
246.56 -246.56 173.93 -173.93 106.97 -106.97 179.59 -179.59 8.5 1334.569.0 1399.73
321.93 213.08 108.85 9.5 1458.34
192.19 140.45 51.74 10.0 1511.16
339.81 -210.25 129.57 -ve Outer R/c
206.40 -143.28 63.11 +ve Inner R/c 4.5 710.305.0 789.39
Hor Reaction at A -15.42 R2L Check:Hor Reaction at D 16.51 L2R Hor Reaction at A -15.96 R2LValue of P preventing side sway 1.09 R2L Hor Reaction at D 15.96 L2R
Moment Distribution-Case-III (Sway Moments)
A B C D (A)0.4962 0.4962 0.5038 0.5038 0.4962 0.4962 0.5038
3.00 3.00 0.00 0.00 3.00 3.00 0.00-1.49 -1.49 -1.51 -1.51 -1.49 -1.49 -1.51-0.74 -0.74 -0.76 -0.76 -0.74 -0.74 -0.76
MF
MG
ME
ME'
0.74 0.74 0.76 0.76 0.74 0.74 0.760.37 0.37 0.38 0.38 0.37 0.37 0.38-0.37 -0.37 -0.38 -0.38 -0.37 -0.37 -0.38-0.19 -0.19 -0.19 -0.19 -0.19 -0.19 -0.190.19 0.19 0.19 0.19 0.19 0.19 0.190.09 0.09 0.09 0.09 0.09 0.09 0.09-0.09 -0.09 -0.09 -0.09 -0.09 -0.09 -0.091.51 1.51 -1.51 -1.51 1.51 1.51 -1.51 Sway of 1.331.24 1.24 -1.24 -1.24 1.24 1.24 -1.24 Sway of 1.09
Hor Reaction at A 0.66 L2RHor Reaction at D 0.66 L2RValue of P preventing side sway 1.33 R2L
max CS,CH Haunch
Agg size Rails 20010 52 3.0 300
12.5 60 3.5 35020 4.0 40025 4.5 45040 5.0 500 5.50
5.5 5506.0 600
Appendix XXVI(a) above 8.0 m from A.XXVIEUDL for Shear in KN
300 400 600 L in m 200 300 400 600287.43 243.53 186.49 0.5 350.74 287.53 243.53 186.49460.60 428.75 365.05 1.0 492.35 460.50 428.65 365.05519.40 498.13 455.70 1.5 540.57 519.40 498.13 455.70548.80 532.83 500.98 2.0 564.68 548.80 532.83 500.98566.44 553.70 528.22 2.5 648.76 623.28 597.80 546.84578.20 567.52 546.35 3.0 752.93 731.67 710.50 667.97599.47 590.35 572.12 3.5 827.32 809.19 790.96 754.60672.48 664.54 648.56 4.0 883.18 867.30 851.42 819.67731.57 724.51 710.30 4.5 941.78 924.92 908.75 878.08808.50 802.13 789.39 5.0 1035.76 1016.65 998.82 959.42908.95 903.07 891.51 5.5 1115.44 1097.99 1080.55 1045.86992.25 987.06 976.37 6.0 1181.68 1165.81 1149.74 1117.98
1058.11 1053.06 1045.16 6.5 1260.38 1243.28 1226.18 1192.071123.96 1119.06 1113.95 7.0 1339.07 1320.75 1302.62 1266.161181.73 1177.42 1170.80 7.5 1414.82 1397.68 1380.43 1348.291239.50 1235.78 1227.65 8.0 1490.58 1474.61 1458.24 1430.411334.56 1334.56 1334.56 8.5 1620.43 1620.43 1620.43 1620.431399.73 1399.73 1399.73 9.0 1671.88 1671.88 1671.88 1671.88
1458.34 1458.34 1458.34 9.5 1718.04 1718.04 1718.04 1718.04
1511.16 1511.16 1511.16 10.0 1759.49 1759.49 1759.49 1759.49
718.21 5.0 959.42 976.715.5 1045.86
ASK-RRB:Box Design calculations for DFC Loading: 2 m x 2 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 2.00 mClear height of box, m 2.00 mBarrel Length of bridge 4.80 mBallast cushion 300 mmEarth cushion 1000 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 2.35Effective height 2.50
EOverall span of bridge 2.7Overall height of bridge 2.85Size of haunch 200Dispersion width 2.745+Bst cu+le/2 5.22
A FDFC Loads
EUDL for bending moment fm table 520.05 KN
EUDL for sheer from table 595.29 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.433 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 8.01Haunches 0.21
Superimposed dead load (SIDL)Rails & Sleepers 2.50
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 29.7632.26
Superimposed live load (SILL) (with CDA)For BM 66.08For Shear 75.64
Derailment LoadFor BM 9.91For Shear 11.35
BM Loads on top slab with load factorsTop slab 12.25Haunch 0.60SIDL 54.84SILL 132.16Derailment Load (DRL) 19.82
Total (W/0 SILL+DRL) 67.69Total (With SILL+DRL) 219.68
BM Loads on Bottom slab with load factorsSide walls 22.41Haunches 0.60
Total 23.01
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 8.19 13.275At Bottom 22.07 35.775
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 13.25 kn/m2
Earth pressure (with load factors)At top 13.92 kn/m2At Bottom 37.52 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 49.96 kn/m2At Bottom 60.05 kn/m2
Max pressure at bottom of foundation 251.44 Kn/m2 (Without water)Max pressure at bottom of foundation 271.06 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -70.36 -72.33 -38.44 -72.33
Top U R/c -62.27 -64.05 -30.16 -64.05
Btm I R/c 97.17 101.00 29.98 101.00
Top I R/c 89.37 93.40 22.37 93.40
Side O R/c -23.35 -36.49 -2.59 -36.49
Side I R/c 0.00 0.00 8.67 8.67
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 93.40 796.85 11.48 130 12d Bottom slab mid span 101.00 865.81 11.97 130 12c Bottom U Rod 72.33 525.00 13.18 260 16
a1 Side outer 36.49 700.00 15.22 260 16a2 Top U-Rod 64.05 525.00 13.18 260 16e Side inner 8.67 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 432.90 11.97 260 12f2 Bottom Haunch NA 432.90 11.97 260 12
Total 5818.46 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 235.62 0.83 0.31 0.44 1.15Btm Slab 258.06 0.91 0.31 0.43 1.15Side wall 74.09 0.27 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 297.22 9.92 150 260 10g2 Sheer links-btm slab 334.98 10.53 150 260 12g3 Sheer links-side walls 166.18 7.42 150 260 8
Per sqm 5322.54 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0182 0.0354 0.5155
AB 0.0172 0.4845
B BA 0.0172 0.0354 0.4845BC 0.0182 0.5155
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-29.17 28.12 -101.10 101.10 -28.12 29.17 -111.69
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.5155 0.4845 0.4845 0.5155 0.5155 0.4845 0.4845FEMs 111.69 -29.17 28.12 -101.10 101.10 -28.12 29.17Balance -42.53 -39.98 35.36 37.62 -37.62 -35.36 39.98C.Over 21.27 17.68 -19.99 -18.81 18.81 19.99 -17.68Balance -20.08 -18.87 18.80 20.00 -20.00 -18.80 18.87
C C.Over 10.04 9.40 -9.44 -10.00 10.00 9.44 -9.40Balance -10.02 -9.42 9.42 10.02 -10.02 -9.42 9.42C.Over 5.01 4.71 -4.71 -5.01 5.01 4.71 -4.71Balance -5.01 -4.71 4.71 5.01 -5.01 -4.71 4.71
E'C.Over 2.50 2.35 -2.35 -2.50 2.50 2.35 -2.35Balance -2.50 -2.35 2.35 2.50 -2.50 -2.35 2.35
70.36 -70.36 62.27 -62.27 62.27 -62.27 70.36
D
167.53 70.36 97.17
151.64 62.27 89.37
42.97 -66.32 -23.35 -ve Outer R/c
42.97 -66.32 -23.35 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 1 10 2 12 8 0 8 0.0279825870 1 10 2 12 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42302.08 0 8 1 10 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.536202.63 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC111.69 -29.17 28.12 -101.10 101.10 -12.17 14.63
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.5155 0.5155 0.4845 0.4845 0.5155 0.5155 0.4845-111.69 111.69 -29.17 28.12 -101.10 101.10 -12.1742.53 -42.53 -39.98 35.36 37.62 -45.84 -43.09-21.27 25.02 17.68 -19.99 -22.92 18.81 23.5120.08 -22.01 -20.69 20.79 22.12 -21.82 -20.51-10.04 11.03 10.40 -10.34 -10.91 11.06 10.3710.02 -11.05 -10.38 10.30 10.95 -11.05 -10.38-5.01 5.48 5.15 -5.19 -5.52 5.48 5.155.01 -5.48 -5.15 5.19 5.52 -5.48 -5.15-2.50 2.76 2.60 -2.57 -2.74 2.76 2.602.50 -2.76 -2.60 2.57 2.74 -2.76 -2.60
-70.36 Non-Sway 72.15 -72.15 64.24 -64.24 52.26 -52.26Sway 0.18 -0.18 -0.18 0.18 0.18 -0.18Final M 72.33 -72.33 64.05 -64.05 52.44 -52.44
167.53 66.53 101.00
151.64 58.25 93.40
42.97 -68.19 -25.22 -ve Outer R/c
20.09 -56.58 -36.49 +ve Inner R/c
Hor Reaction at A -3.37 R2L Check:Hor Reaction at D 3.68 L2R Final Hor Rcn at A
Value of P preventing side sway 0.31 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.5155 0.4845 0.4845 0.5155 0.5155 0.4845 0.4845
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.55 -1.45 -1.45 -1.55 -1.55 -1.45 -1.45-0.77 -0.73 -0.73 -0.77 -0.77 -0.73 -0.730.77 0.73 0.73 0.77 0.77 0.73 0.730.39 0.36 0.36 0.39 0.39 0.36 0.36-0.39 -0.36 -0.36 -0.39 -0.39 -0.36 -0.36-0.19 -0.18 -0.18 -0.19 -0.19 -0.18 -0.180.19 0.18 0.18 0.19 0.19 0.18 0.180.10 0.09 0.09 0.10 0.10 0.09 0.09-0.10 -0.09 -0.09 -0.10 -0.10 -0.09 -0.09-1.55 1.55 1.55 -1.55 -1.55 1.55 1.55-0.18 0.18 0.18 -0.18 -0.18 0.18 0.18
Hor Reaction at A 1.32 L2RHor Reaction at D 1.32 L2RValue of P preventing side sway 2.63 R2L
b c-435 328861.36-435 355649.39-435 260653.4-435 131479.36-435 222798.57-435 31243.626
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-111.69 111.69 -29.17 28.12 -31.15 31.15 -12.17
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.4845 0.5155 0.5155 0.4845 0.4845 0.5155 0.515514.63 -111.69 41.74 -29.17 28.12 -31.15 31.1547.03 50.03 -6.48 -6.09 1.47 1.56 -9.79-21.54 -21.27 6.99 0.73 -3.04 -4.89 0.7820.74 22.07 -3.98 -3.74 3.85 4.09 -3.79-10.25 -11.00 2.02 1.92 -1.87 -1.89 2.0510.30 10.96 -2.03 -1.91 1.82 1.94 -2.03-5.19 -5.52 0.97 0.91 -0.96 -1.02 0.975.19 5.52 -0.97 -0.91 0.96 1.02 -0.97-2.57 -2.74 0.51 0.48 -0.46 -0.49 0.512.57 2.74 -0.51 -0.48 0.46 0.49 -0.51
60.90 -60.90 Non-Sway 38.26 -38.26 30.34 -30.34 18.37-0.18 0.18 Sway 0.18 -0.18 -0.18 0.18 0.1860.72 -60.72 Final M 38.44 -38.44 30.16 -30.16 18.55
62.61 32.63 29.98
46.73 24.36 22.37
-ve Outer R/c 42.97 -34.30 8.67
+ve Inner R/c 20.09 -22.69 -2.59
Hor Reaction at A -3.37 R2LFinal Hor Rcn at A -3.52 R2L Hor Reaction at D 3.68 L2RFinal Hor Rcn at D 3.52 L2R Value of P preventing side sway 0.31 R2L
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.5155 0.5155 0.4845 0.4845 0.5155 0.5155 0.4845
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.55 -1.55 -1.45 -1.45 -1.55 -1.55 -1.45-0.77 -0.77 -0.73 -0.73 -0.77 -0.77 -0.730.77 0.77 0.73 0.73 0.77 0.77 0.730.39 0.39 0.36 0.36 0.39 0.39 0.36-0.39 -0.39 -0.36 -0.36 -0.39 -0.39 -0.36-0.19 -0.19 -0.18 -0.18 -0.19 -0.19 -0.180.19 0.19 0.18 0.18 0.19 0.19 0.180.10 0.10 0.09 0.09 0.10 0.10 0.09-0.10 -0.10 -0.09 -0.09 -0.10 -0.10 -0.09-1.55 Sway of 2.63 -1.55 1.55 1.55 -1.55 -1.55 1.55-0.18 Sway of 0.31 -0.18 0.18 0.18 -0.18 -0.18 0.18
Hor Reaction at A 1.32 L2RHor Reaction at D 1.32 L2RValue of P preventing side sway 2.63 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI14.63 -41.74 41.74 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.4845 0.4845 0.5155 2.0 564.68 548.80 532.83 500.98-12.17 14.63 -41.74 2.5 579.18 566.44 553.70 528.22-9.20 13.14 13.98 3.0 588.78 578.20 567.52 546.356.57 -4.60 -3.24 3.5 608.58 599.47 590.35 572.12-3.56 3.80 4.04 4.0 680.51 672.48 664.54 648.561.90 -1.78 -1.99 4.5 738.53 731.57 724.51 710.30-1.91 1.83 1.94 5.0 815.07 808.50 802.13 789.390.91 -0.96 -1.02 5.5 914.73 908.95 903.07 891.51-0.91 0.96 1.02 6.0 997.64 992.25 987.06 976.370.48 -0.46 -0.49 6.5 1062.86 1058.11 1053.06 1045.16-0.48 0.46 0.49 7.0 1128.08 1123.96 1119.06 1113.95
-18.37 27.01 -27.01 7.5 1185.75 1181.73 1177.42 1170.80-0.18 -0.18 0.18 8.0 1243.42 1239.50 1235.78 1227.65
-18.55 26.83 -26.83 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 2.0 500.98 520.052.5 528.22
Check:Hor Reaction at A -3.52 R2LHor Reaction at D 3.52 L2R
D (A)0.4845 0.5155
3.00 0.00-1.45 -1.55-0.73 -0.770.73 0.770.36 0.39-0.36 -0.39-0.18 -0.190.18 0.190.09 0.10-0.09 -0.101.55 -1.55 Sway of 2.630.18 -0.18 Sway of 0.31
Haunch
200300350400450500 2.00550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.5 546.84 595.293.0 667.97
ASK-RRB:Box Design calculations for DFC Loading: 2.2 m x 2.5 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 2.20 mClear height of box, m 2.50 mBarrel Length of bridge 5.30 mBallast cushion 300 mmEarth cushion 2500 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 2.55Effective height 3.00
EOverall span of bridge 2.9Overall height of bridge 3.35Size of haunch 200Dispersion width 2.745+Bst cu+le/2 6.82
A FDFC Loads
EUDL for bending moment fm table 530.03 KN
EUDL for sheer from table 643.74 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.183 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 9.09Haunches 0.20
Superimposed dead load (SIDL)Rails & Sleepers 2.26
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 58.5660.82
Superimposed live load (SILL) (with CDA)For BM 46.41For Shear 56.36
Derailment LoadFor BM 6.96For Shear 8.45
BM Loads on top slab with load factorsTop slab 12.25Haunch 0.55SIDL 103.40SILL 92.82Derailment Load (DRL) 13.92
Total (W/0 SILL+DRL) 116.20Total (With SILL+DRL) 222.94
BM Loads on Bottom slab with load factorsSide walls 25.46Haunches 0.55
Total 26.01
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 16.52 26.775At Bottom 33.18 53.775
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 12.00 kn/m2
Earth pressure (with load factors)At top 28.08 kn/m2At Bottom 56.40 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 64.12 kn/m2At Bottom 76.80 kn/m2
Max pressure at bottom of foundation 257.70 Kn/m2 (Without water)Max pressure at bottom of foundation 282.22 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -92.64 -95.33 -68.75 -95.33
Top U R/c -81.98 -84.34 -57.76 -84.34
Btm I R/c 109.71 115.27 55.08 115.27
Top I R/c 99.23 105.12 44.93 105.12
Side O R/c -8.04 -25.82 0.00 -25.82
Side I R/c 0.00 0.00 16.01 16.01
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 105.12 903.35 12.23 130 12d Bottom slab mid span 115.27 996.97 12.85 130 16c Bottom U Rod 95.33 525.00 13.18 260 16
a1 Side outer 25.82 700.00 15.22 260 16a2 Top U-Rod 84.34 525.00 13.18 260 16e Side inner 16.01 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 498.48 12.85 260 16f2 Bottom Haunch NA 498.48 12.85 260 16
Total 6187.28 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 264.28 0.93 0.31 0.44 1.15Btm Slab 292.24 1.03 0.54 0.47 1.15Side wall 112.41 0.40 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 338.98 10.59 150 260 12g2 Sheer links-btm slab 368.06 11.04 150 260 12g3 Sheer links-side walls 166.18 7.42 150 260 8
Per sqm 5821.52 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0168 0.0311 0.5405
AB 0.0143 0.4595
B BA 0.0143 0.0311 0.4595BC 0.0168 0.5405
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-53.80 51.89 -120.80 120.80 -51.89 53.80 -134.90
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.5405 0.4595 0.4595 0.5405 0.5405 0.4595 0.4595FEMs 134.90 -53.80 51.89 -120.80 120.80 -51.89 53.80Balance -43.84 -37.26 31.66 37.25 -37.25 -31.66 37.26C.Over 21.92 15.83 -18.63 -18.62 18.62 18.63 -15.83Balance -20.41 -17.34 17.12 20.14 -20.14 -17.12 17.34
C C.Over 10.20 8.56 -8.67 -10.07 10.07 8.67 -8.56Balance -10.14 -8.62 8.61 10.13 -10.13 -8.61 8.62C.Over 5.07 4.31 -4.31 -5.07 5.07 4.31 -4.31Balance -5.07 -4.31 4.31 5.07 -5.07 -4.31 4.31
E'C.Over 2.53 2.15 -2.15 -2.53 2.53 2.15 -2.15Balance -2.53 -2.15 2.15 2.53 -2.53 -2.15 2.15
92.64 -92.64 81.98 -81.98 81.98 -81.98 92.64
D
202.35 92.64 109.71
181.21 81.98 99.23
79.27 -87.31 -8.04 -ve Outer R/c
79.27 -87.31 -8.04 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 2 12 3 16 8 0 8 0.0279825
1547 2 12 3 16 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40773773 20 25 30
8104 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.54 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 3 0.50 0.53193.33 0 8 1 10 4 1.00 0.677088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC134.90 -53.80 51.89 -120.80 120.80 -29.56 33.80
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.5405 0.5405 0.4595 0.4595 0.5405 0.5405 0.4595-134.90 134.90 -53.80 51.89 -120.80 120.80 -29.5643.84 -43.84 -37.26 31.66 37.25 -49.32 -41.93-21.92 27.32 15.83 -18.63 -24.66 18.62 23.2220.41 -23.33 -19.83 19.89 23.40 -22.62 -19.23-10.20 11.59 9.95 -9.91 -11.31 11.70 9.8510.14 -11.64 -9.89 9.75 11.47 -11.65 -9.90-5.07 5.75 4.88 -4.95 -5.82 5.74 4.895.07 -5.74 -4.88 4.95 5.82 -5.74 -4.88-2.53 2.91 2.47 -2.44 -2.87 2.91 2.472.53 -2.91 -2.47 2.44 2.87 -2.91 -2.47
-92.64 Non-Sway 95.01 -95.01 84.66 -84.66 67.53 -67.53Sway 0.32 -0.32 -0.32 0.32 0.32 -0.32Final M 95.33 -95.33 84.34 -84.34 67.85 -67.85
202.35 87.08 115.27
181.21 76.09 105.12
79.27 -89.83 -10.57 -ve Outer R/c
47.52 -73.34 -25.82 +ve Inner R/c
Hor Reaction at A -4.06 R2L Check:Hor Reaction at D 4.56 L2R Final Hor Rcn at A
Value of P preventing side sway 0.50 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.5405 0.4595 0.4595 0.5405 0.5405 0.4595 0.4595
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.62 -1.38 -1.38 -1.62 -1.62 -1.38 -1.38-0.81 -0.69 -0.69 -0.81 -0.81 -0.69 -0.690.81 0.69 0.69 0.81 0.81 0.69 0.690.41 0.34 0.34 0.41 0.41 0.34 0.34-0.41 -0.34 -0.34 -0.41 -0.41 -0.34 -0.34-0.20 -0.17 -0.17 -0.20 -0.20 -0.17 -0.170.20 0.17 0.17 0.20 0.20 0.17 0.170.10 0.09 0.09 0.10 0.10 0.09 0.09-0.10 -0.09 -0.09 -0.10 -0.10 -0.09 -0.09-1.62 1.62 1.62 -1.62 -1.62 1.62 1.62-0.32 0.32 0.32 -0.32 -0.32 0.32 0.32
Hor Reaction at A 1.27 L2RHor Reaction at D 1.27 L2RValue of P preventing side sway 2.54 R2L
b c-435 370123.74-435 405867.12-435 343525.27-435 93050.393-435 293350.56-435 57687.855
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.47
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-134.90 134.90 -53.80 51.89 -62.97 62.97 -29.56
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.4595 0.5405 0.5405 0.4595 0.4595 0.5405 0.540533.80 -134.90 77.06 -53.80 51.89 -62.97 62.9746.45 54.65 -12.58 -10.69 5.09 5.98 -18.06-20.96 -21.92 11.69 2.54 -5.34 -9.03 2.9919.70 23.18 -7.69 -6.54 6.60 7.77 -6.99-9.61 -11.66 3.77 3.30 -3.27 -3.49 3.889.78 11.50 -3.82 -3.25 3.11 3.66 -3.83-4.95 -5.82 1.84 1.55 -1.63 -1.92 1.834.95 5.82 -1.84 -1.56 1.63 1.91 -1.83-2.44 -2.87 0.96 0.81 -0.78 -0.92 0.962.44 2.87 -0.96 -0.81 0.78 0.92 -0.96
79.15 -79.15 Non-Sway 68.44 -68.44 58.08 -58.08 40.95-0.32 0.32 Sway 0.32 -0.32 -0.32 0.32 0.3278.84 -78.84 Final M 68.75 -68.75 57.76 -57.76 41.27
115.59 60.51 55.08
94.45 49.52 44.93
-ve Outer R/c 79.27 -63.26 16.01
+ve Inner R/c 47.52 -46.77 0.75
Hor Reaction at A -4.06 R2LFinal Hor Rcn at A -4.31 R2L Hor Reaction at D 4.56 L2RFinal Hor Rcn at D 4.31 L2R Value of P preventing side sway 0.50 R2L
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.5405 0.5405 0.4595 0.4595 0.5405 0.5405 0.4595
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.62 -1.62 -1.38 -1.38 -1.62 -1.62 -1.38-0.81 -0.81 -0.69 -0.69 -0.81 -0.81 -0.690.81 0.81 0.69 0.69 0.81 0.81 0.690.41 0.41 0.34 0.34 0.41 0.41 0.34-0.41 -0.41 -0.34 -0.34 -0.41 -0.41 -0.34-0.20 -0.20 -0.17 -0.17 -0.20 -0.20 -0.170.20 0.20 0.17 0.17 0.20 0.20 0.170.10 0.10 0.09 0.09 0.10 0.10 0.09-0.10 -0.10 -0.09 -0.09 -0.10 -0.10 -0.09-1.62 Sway of 2.54 -1.62 1.62 1.62 -1.62 -1.62 1.62-0.32 Sway of 0.50 -0.32 0.32 0.32 -0.32 -0.32 0.32
Hor Reaction at A 1.27 L2RHor Reaction at D 1.27 L2RValue of P preventing side sway 2.54 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI33.80 -77.06 77.06 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.4595 0.4595 0.5405 2.0 564.68 548.80 532.83 500.98-29.56 33.80 -77.06 2.5 579.18 566.44 553.70 528.22-15.35 19.87 23.38 3.0 588.78 578.20 567.52 546.359.94 -7.68 -6.29 3.5 608.58 599.47 590.35 572.12-5.94 6.42 7.55 4.0 680.51 672.48 664.54 648.563.21 -2.97 -3.85 4.5 738.53 731.57 724.51 710.30-3.26 3.13 3.69 5.0 815.07 808.50 802.13 789.391.57 -1.63 -1.91 5.5 914.73 908.95 903.07 891.51-1.56 1.63 1.91 6.0 997.64 992.25 987.06 976.370.81 -0.78 -0.92 6.5 1062.86 1058.11 1053.06 1045.16-0.81 0.78 0.92 7.0 1128.08 1123.96 1119.06 1113.95
-40.95 52.58 -52.58 7.5 1185.75 1181.73 1177.42 1170.80-0.32 -0.32 0.32 8.0 1243.42 1239.50 1235.78 1227.65
-41.27 52.26 -52.26 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 2.5 528.22 530.033.0 546.35
Check:Hor Reaction at A -4.31 R2LHor Reaction at D 4.31 L2R
D (A)0.4595 0.5405
3.00 0.00-1.38 -1.62-0.69 -0.810.69 0.810.34 0.41-0.34 -0.41-0.17 -0.200.17 0.200.09 0.10-0.09 -0.101.62 -1.62 Sway of 2.540.32 -0.32 Sway of 0.50
Haunch
200300350400450500 2.50550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.5 546.84 643.743.0 667.97
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 1.8 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 1.80 mBarrel Length of bridge 5.30 mBallast cushion 300 mmEarth cushion 0 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 2.30
EOverall span of bridge 2.2Overall height of bridge 2.65Size of haunch 200Dispersion width 2.745+Bst cu+le/2 3.97
A FDFC Loads
EUDL for bending moment fm table 539.98 KN
EUDL for sheer from table 578.59 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.833 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 9.22Haunches 0.27
Superimposed dead load (SIDL)Rails & Sleepers 3.02
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 10.5613.58
Superimposed live load (SILL) (with CDA)For BM 134.79For Shear 144.43
Derailment LoadFor BM 20.22For Shear 21.66
BM Loads on top slab with load factorsTop slab 12.25Haunch 0.76SIDL 23.09SILL 269.58Derailment Load (DRL) 40.44
Total (W/0 SILL+DRL) 36.10Total (With SILL+DRL) 346.11
BM Loads on Bottom slab with load factorsSide walls 25.82Haunches 0.76
Total 26.58
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 2.64 4.275At Bottom 15.41 24.975
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 16.02 kn/m2
Earth pressure (with load factors)At top 4.48 kn/m2At Bottom 26.19 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 40.52 kn/m2At Bottom 53.43 kn/m2
Max pressure at bottom of foundation 381.44 Kn/m2 (Without water)Max pressure at bottom of foundation 399.10 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -60.02 -61.71 -22.29 -61.71
Top U R/c -54.33 -55.90 -16.49 -55.90
Btm I R/c 99.42 103.23 10.02 103.23
Top I R/c 93.75 97.67 4.45 97.67
Side O R/c -26.11 -37.67 0.00 -37.67
Side I R/c 0.00 0.00 11.67 11.67
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 97.67 835.48 11.76 130 12d Bottom slab mid span 103.23 886.13 12.11 130 12c Bottom U Rod 61.71 525.00 13.18 260 16
a1 Side outer 37.67 700.00 15.22 260 16a2 Top U-Rod 55.90 525.00 13.18 260 16e Side inner 11.67 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 443.07 12.11 260 12f2 Bottom Haunch NA 443.07 12.11 260 12
Total 5897.75 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 267.00 0.94 0.31 0.44 1.15Btm Slab 286.28 1.00 0.31 0.43 1.15Side wall 58.97 0.21 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 342.96 10.66 150 260 12g2 Sheer links-btm slab 376.11 11.16 150 260 12g3 Sheer links-side walls 166.18 7.42 150 260 8
Per sqm 5901.70 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0418 0.5542
AB 0.0186 0.4458
B BA 0.0186 0.0418 0.4458BC 0.0232 0.5542
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-21.28 20.14 -98.71 98.71 -20.14 21.28 -106.30
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458 0.4458FEMs 106.30 -21.28 20.14 -98.71 98.71 -20.14 21.28Balance -47.12 -37.90 35.03 43.55 -43.55 -35.03 37.90C.Over 23.56 17.51 -18.95 -21.77 21.77 18.95 -17.51Balance -22.76 -18.31 18.15 22.57 -22.57 -18.15 18.31
C C.Over 11.38 9.08 -9.15 -11.28 11.28 9.15 -9.08Balance -11.34 -9.12 9.11 11.33 -11.33 -9.11 9.12C.Over 5.67 4.56 -4.56 -5.66 5.66 4.56 -4.56Balance -5.67 -4.56 4.56 5.67 -5.67 -4.56 4.56
E'C.Over 2.83 2.28 -2.28 -2.83 2.83 2.28 -2.28Balance -2.83 -2.28 2.28 2.83 -2.83 -2.28 2.28
60.02 -60.02 54.33 -54.33 54.33 -54.33 60.02
D
159.44 60.02 99.42
148.07 54.33 93.75
31.06 -57.17 -26.11 -ve Outer R/c
31.06 -57.17 -26.11 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 1 10 2 12 8 0 8 0.0279825870 2 12 3 16 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.537088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC106.30 -21.28 20.14 -98.71 98.71 -5.80 7.72
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.5542 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458-106.30 106.30 -21.28 20.14 -98.71 98.71 -5.8047.12 -47.12 -37.90 35.03 43.55 -51.49 -41.42-23.56 27.32 17.51 -18.95 -25.75 21.77 21.9722.76 -24.85 -19.98 19.92 24.77 -24.24 -19.50-11.38 12.27 9.96 -9.99 -12.12 12.39 9.8711.34 -12.32 -9.91 9.86 12.26 -12.33 -9.92-5.67 6.14 4.93 -4.95 -6.17 6.13 4.945.67 -6.14 -4.94 4.96 6.16 -6.14 -4.94-2.83 3.08 2.48 -2.47 -3.07 3.08 2.482.83 -3.08 -2.48 2.47 3.07 -3.08 -2.48
-60.02 Non-Sway 61.60 -61.60 56.01 -56.01 44.80 -44.80Sway 0.11 -0.11 -0.11 0.11 0.11 -0.11Final M 61.71 -61.71 55.90 -55.90 44.90 -44.90
159.44 56.21 103.23
148.07 50.40 97.67
31.06 -58.81 -27.74 -ve Outer R/c
10.14 -47.81 -37.67 +ve Inner R/c
Hor Reaction at A -3.02 R2L Check:Hor Reaction at D 3.26 L2R Final Hor Rcn at A
Value of P preventing side sway 0.23 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.5542 0.4458 0.4458 0.5542 0.5542 0.4458 0.4458
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.66 -1.34 -1.34 -1.66 -1.66 -1.34 -1.34-0.83 -0.67 -0.67 -0.83 -0.83 -0.67 -0.670.83 0.67 0.67 0.83 0.83 0.67 0.670.42 0.33 0.33 0.42 0.42 0.33 0.33-0.42 -0.33 -0.33 -0.42 -0.42 -0.33 -0.33-0.21 -0.17 -0.17 -0.21 -0.21 -0.17 -0.170.21 0.17 0.17 0.21 0.21 0.17 0.170.10 0.08 0.08 0.10 0.10 0.08 0.08-0.10 -0.08 -0.08 -0.10 -0.10 -0.08 -0.08-1.66 1.66 1.66 -1.66 -1.66 1.66 1.66-0.11 0.11 0.11 -0.11 -0.11 0.11 0.11
Hor Reaction at A 1.80 L2RHor Reaction at D 1.80 L2RValue of P preventing side sway 3.59 R2L
b c-435 343901.62-435 363495.76-435 222377.03-435 135732.34-435 194443.97-435 42061.698
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-106.30 106.30 -21.28 20.14 -10.30 10.30 -5.80
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.4458 0.5542 0.5542 0.4458 0.4458 0.5542 0.5542
7.72 -106.30 17.88 -21.28 20.14 -10.30 10.3043.94 54.63 1.88 1.52 -4.39 -5.46 -2.49-20.71 -23.56 2.81 -2.19 0.76 -1.24 -2.7319.73 24.53 -0.34 -0.28 0.22 0.27 0.26-9.75 -12.42 0.02 0.11 -0.14 0.13 0.139.88 12.29 -0.07 -0.06 0.00 0.01 -0.08-4.96 -6.16 0.02 0.00 -0.03 -0.04 0.004.96 6.16 -0.01 -0.01 0.03 0.04 -0.01-2.47 -3.07 0.02 0.02 0.00 0.00 0.022.47 3.07 -0.02 -0.02 0.00 0.01 -0.02
50.82 -50.82 Non-Sway 22.19 -22.19 16.59 -16.59 5.38-0.11 0.11 Sway 0.11 -0.11 -0.11 0.11 0.1150.71 -50.71 Final M 22.29 -22.29 16.49 -16.49 5.49
26.81 16.79 10.02
15.44 10.99 4.45
-ve Outer R/c 31.06 -19.39 11.67
+ve Inner R/c 10.14 -8.39 1.75
Hor Reaction at A -3.02 R2LFinal Hor Rcn at A -3.14 R2L Hor Reaction at D 3.26 L2RFinal Hor Rcn at D 3.14 L2R Value of P preventing side sway 0.23 R2L
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.5542 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.66 -1.66 -1.34 -1.34 -1.66 -1.66 -1.34-0.83 -0.83 -0.67 -0.67 -0.83 -0.83 -0.670.83 0.83 0.67 0.67 0.83 0.83 0.670.42 0.42 0.33 0.33 0.42 0.42 0.33-0.42 -0.42 -0.33 -0.33 -0.42 -0.42 -0.33-0.21 -0.21 -0.17 -0.17 -0.21 -0.21 -0.170.21 0.21 0.17 0.17 0.21 0.21 0.170.10 0.10 0.08 0.08 0.10 0.10 0.08-0.10 -0.10 -0.08 -0.08 -0.10 -0.10 -0.08-1.66 Sway of 3.59 -1.66 1.66 1.66 -1.66 -1.66 1.66-0.11 Sway of 0.23 -0.11 0.11 0.11 -0.11 -0.11 0.11
Hor Reaction at A 1.80 L2RHor Reaction at D 1.80 L2RValue of P preventing side sway 3.59 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI7.72 -17.88 17.88 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.4458 0.4458 0.5542 2.0 564.68 548.80 532.83 500.98-5.80 7.72 -17.88 2.5 579.18 566.44 553.70 528.22-2.00 4.53 5.63 3.0 588.78 578.20 567.52 546.352.26 -1.00 0.94 3.5 608.58 599.47 590.35 572.120.21 0.03 0.03 4.0 680.51 672.48 664.54 648.560.01 0.10 -0.17 4.5 738.53 731.57 724.51 710.30-0.07 0.03 0.04 5.0 815.07 808.50 802.13 789.390.02 -0.03 -0.03 5.5 914.73 908.95 903.07 891.51-0.01 0.03 0.04 6.0 997.64 992.25 987.06 976.370.02 0.00 -0.01 6.5 1062.86 1058.11 1053.06 1045.16-0.02 0.00 0.01 7.0 1128.08 1123.96 1119.06 1113.95-5.38 11.40 -11.40 7.5 1185.75 1181.73 1177.42 1170.80-0.11 -0.11 0.11 8.0 1243.42 1239.50 1235.78 1227.65-5.49 11.30 -11.30 8.5 1334.56 1334.56 1334.56 1334.56
9.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 519.40 539.982.0 548.80
Check:Hor Reaction at A -3.14 R2LHor Reaction at D 3.14 L2R
D (A)0.4458 0.5542
3.00 0.00-1.34 -1.66-0.67 -0.830.67 0.830.33 0.42-0.33 -0.42-0.17 -0.210.17 0.210.08 0.10-0.08 -0.101.66 -1.66 Sway of 3.590.11 -0.11 Sway of 0.23
Haunch
200300350400450500 1.80550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 548.80 578.592.5 623.28
ASK-RRB:Box Design calculations for DFC Loading: 4 m x 5.5 mRUB-BVR
MaterialsGrade of concrete M 35 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 4.00 mClear height of box, m 5.50 mBarrel Length of bridge 5.30 mBallast cushion 300 mmEarth cushion 1000 mmClear Cover top 50 mmClear Cover side 50 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.5Thickness of side walls 0.5Effective span 4.50Effective height 6.15
EOverall span of bridge 5Overall height of bridge 6.65Size of haunch 450Dispersion width 2.745+Bst cu+le/2 6.30
A FDFC Loads
EUDL for bending moment fm table 710.30 KN
EUDL for sheer from table 959.42 KN
Coefficient of DA 0.15+8/(6+le) 0.912CDA with ballast+earth cushion 0.395 2.4.2.1 a & b
Case-IDead load of Box
Top slab 12.5Bottom slab 12.5Side walls 15.69Haunches 0.56
Superimposed dead load (SIDL)Rails & Sleepers 2.26
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 29.7632.02
Superimposed live load (SILL) (with CDA)For BM 41.55For Shear 56.12
Derailment LoadFor BM 6.23For Shear 8.42
BM Loads on top slab with load factorsTop slab 17.50Haunch 1.58SIDL 54.44SILL 83.10Derailment Load (DRL) 12.47
Total (W/0 SILL+DRL) 73.52Total (With SILL+DRL) 169.08
BM Loads on Bottom slab with load factorsSide walls 43.94Haunches 1.58
Total 45.52
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 8.61 13.95At Bottom 42.75 69.3
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 12.00 kn/m2
Earth pressure (with load factors)At top 14.63 kn/m2At Bottom 72.68 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 50.67 kn/m2At Bottom 93.08 kn/m2
Max pressure at bottom of foundation 227.10 Kn/m2 (Without water)Max pressure at bottom of foundation 281.06 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -298.18 -309.02 -240.88 -309.02
Top U R/c -237.04 -246.34 -178.20 -246.34
Btm I R/c 245.03 269.94 96.18 269.94
Top I R/c 190.95 217.40 43.64 217.40
Side O R/c 0.00 0.00 0.00 0.00
Side I R/c 72.20 62.13 130.28 130.28
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 217.40 1203.92 12.38 100 12d Bottom slab mid span 269.94 1512.49 13.88 100 16c Bottom U Rod 309.02 1128.96 16.96 200 20
a1 Side outer 0.00 1000.00 15.96 200 16a2 Top U-Rod 246.34 858.68 14.79 200 16e Side inner 130.28 1000.00 15.96 200 16
h2 Distribution side NA 600.00 10.70 150 12h1 Distribution top/btm NA 600.00 10.70 150 12f1 Top Haunch NA 756.25 13.88 200 16f2 Bottom Haunch NA 756.25 13.88 200 16
Total 9416.55 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 364.68 0.84 0.26 0.44 1.04Btm Slab 446.61 1.03 0.46 0.43 1.04Side wall 252.69 0.58 0.23 0.43 1.11
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 323.14 9.07 150 200 10g2 Sheer links-btm slab 407.35 10.18 150 200 12g3 Sheer links-side walls 209.89 7.31 150 200 8
Per sqm 6269.22 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution Factors
Joint Member Relative stiff Sum D.FA AD 0.0278 0.0481 0.5775
AB 0.0203 0.4225
B BA 0.0203 0.0481 0.4225BC 0.0278 0.5775
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA
-239.91 213.18 -285.33 285.33 -213.18 239.91 -362.14
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.5775 0.4225 0.4225 0.5775 0.5775 0.4225 0.4225FEMs 362.14 -239.91 213.18 -285.33 285.33 -213.18 239.91Balance -70.58 -51.65 30.49 41.66 -41.66 -30.49 51.65C.Over 35.29 15.24 -25.82 -20.83 20.83 25.82 -15.24Balance -29.18 -21.35 19.71 26.94 -26.94 -19.71 21.35
C C.Over 14.59 9.86 -10.68 -13.47 13.47 10.68 -9.86Balance -14.12 -10.33 10.20 13.94 -13.94 -10.20 10.33C.Over 7.06 5.10 -5.17 -6.97 6.97 5.17 -5.10Balance -7.02 -5.14 5.13 7.01 -7.01 -5.13 5.14
E'C.Over 3.51 2.56 -2.57 -3.50 3.50 2.57 -2.56Balance -3.51 -2.57 2.57 3.51 -3.51 -2.57 2.57
298.18 -298.18 237.04 -237.04 237.04 -237.04 298.18
D
543.21 298.18 245.03
427.99 237.04 190.95
339.81 -267.61 72.20 -ve Outer R/c
339.81 -267.61 72.20 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a1131 2 12 3 16 8 0 8 0.01571432011 2 12 3 16 10 1 10 0.01571431571 3 16 4 20 12 2 12 0.01571431005 2 12 3 16 16 3 16 0.01560671005 2 12 3 16 20 4 20 0.01571431005 2 12 3 16 25 5 25 0.0156067754 1 10 2 12 32 6 32754 1 10 2 12 40 7 40
10051005 20 25 30
11247 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.46 5 2.00 5 0.74 0.8 0.850.45 6 3.00 6 0.85 0.91 0.970.47
Ast Pro 2 0.25 0.44392.70 0 8 1 10 3 0.50 0.56565.49 1 10 2 12 2 0.25 0.44251.33 0 8 1 10 3 0.50 0.568063.42 1 0.15 0.37
2 0.25 0.44
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC362.14 -239.91 213.18 -285.33 285.33 -119.30 155.89
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.5775 0.5775 0.4225 0.4225 0.5775 0.5775 0.4225-362.14 362.14 -239.91 213.18 -285.33 285.33 -119.3070.58 -70.58 -51.65 30.49 41.66 -95.87 -70.15-35.29 59.55 15.24 -25.82 -47.94 20.83 43.5729.18 -43.19 -31.60 31.17 42.59 -37.19 -27.21-14.59 20.32 15.58 -15.80 -18.60 21.30 14.8714.12 -20.73 -15.17 14.53 19.86 -20.88 -15.28-7.06 10.16 7.27 -7.58 -10.44 9.93 7.447.02 -10.07 -7.37 7.62 10.41 -10.03 -7.34-3.51 5.20 3.81 -3.68 -5.01 5.20 3.803.51 -5.20 -3.81 3.68 5.02 -5.20 -3.81
-298.18 Non-Sway 307.60 -307.60 247.76 -247.76 173.41 -173.41Sway 1.42 -1.42 -1.42 1.42 1.42 -1.42Final M 309.02 -309.02 246.34 -246.34 174.83 -174.83
543.21 273.27 269.94
427.99 210.59 217.40
339.81 -277.68 62.13 -ve Outer R/c
206.40 -206.18 0.22 +ve Inner R/c
Hor Reaction at A -13.30 R2L Check:Hor Reaction at D 14.56 L2R Final Hor Rcn at A
Value of P preventing side sway 1.27 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.5775 0.4225 0.4225 0.5775 0.5775 0.4225 0.4225
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.73 -1.27 -1.27 -1.73 -1.73 -1.27 -1.27-0.87 -0.63 -0.63 -0.87 -0.87 -0.63 -0.630.87 0.63 0.63 0.87 0.87 0.63 0.630.43 0.32 0.32 0.43 0.43 0.32 0.32-0.43 -0.32 -0.32 -0.43 -0.43 -0.32 -0.32-0.22 -0.16 -0.16 -0.22 -0.22 -0.16 -0.160.22 0.16 0.16 0.22 0.22 0.16 0.160.11 0.08 0.08 0.11 0.11 0.08 0.08-0.11 -0.08 -0.08 -0.11 -0.11 -0.08 -0.08-1.73 1.73 1.73 -1.73 -1.73 1.73 1.73-1.42 1.42 1.42 -1.42 -1.42 1.42 1.42
Hor Reaction at A 0.77 L2RHor Reaction at D 0.77 L2RValue of P preventing side sway 1.54 R2L
b c-435 500929.67-435 621985.96-435 706333.89-435 0-435 563059.24-435 297771.64
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-362.14 362.14 -239.91 213.18 -124.06 124.06 -119.30
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.4225 0.5775 0.5775 0.4225 0.4225 0.5775 0.5775155.89 -362.14 200.87 -239.91 213.18 -124.06 124.0687.15 119.10 22.54 16.49 -37.65 -51.46 -2.75-35.08 -35.29 12.99 -18.83 8.25 -1.37 -25.7329.73 40.64 3.37 2.47 -2.90 -3.97 9.37-13.61 -21.60 -2.96 -1.45 1.23 4.69 -1.9814.87 20.33 2.55 1.87 -2.50 -3.42 2.40-7.64 -10.37 -1.48 -1.25 0.93 1.20 -1.717.61 10.40 1.58 1.15 -0.90 -1.23 1.61-3.67 -5.03 -0.62 -0.45 0.58 0.81 -0.623.68 5.03 0.62 0.45 -0.58 -0.80 0.62
238.94 -238.94 Non-Sway 239.46 -239.46 179.62 -179.62 105.27-1.42 1.42 Sway 1.42 -1.42 -1.42 1.42 1.42
237.52 -237.52 Final M 240.88 -240.88 178.20 -178.20 106.69
301.31 205.13 96.18
186.09 142.44 43.64
-ve Outer R/c 339.81 -209.54 130.28
+ve Inner R/c 206.40 -138.03 68.36
Hor Reaction at A -13.30 R2LFinal Hor Rcn at A -13.93 R2L Hor Reaction at D 14.56 L2RFinal Hor Rcn at D 13.93 L2R Value of P preventing side sway 1.27 R2L
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.5775 0.5775 0.4225 0.4225 0.5775 0.5775 0.4225
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.73 -1.73 -1.27 -1.27 -1.73 -1.73 -1.27-0.87 -0.87 -0.63 -0.63 -0.87 -0.87 -0.630.87 0.87 0.63 0.63 0.87 0.87 0.630.43 0.43 0.32 0.32 0.43 0.43 0.32-0.43 -0.43 -0.32 -0.32 -0.43 -0.43 -0.32-0.22 -0.22 -0.16 -0.16 -0.22 -0.22 -0.160.22 0.22 0.16 0.16 0.22 0.22 0.160.11 0.11 0.08 0.08 0.11 0.11 0.08-0.11 -0.11 -0.08 -0.08 -0.11 -0.11 -0.08-1.73 Sway of 1.54 -1.73 1.73 1.73 -1.73 -1.73 1.73-1.42 Sway of 1.27 -1.42 1.42 1.42 -1.42 -1.42 1.42
Hor Reaction at A 0.77 L2RHor Reaction at D 0.77 L2RValue of P preventing side sway 1.54 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI155.89 -200.87 200.87 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.4225 0.4225 0.5775 2.0 564.68 548.80 532.83 500.98-119.30 155.89 -200.87 2.5 579.18 566.44 553.70 528.22
-2.01 19.01 25.97 3.0 588.78 578.20 567.52 546.359.50 -1.01 11.27 3.5 608.58 599.47 590.35 572.126.86 -4.34 -5.93 4.0 680.51 672.48 664.54 648.56-2.17 3.43 1.69 4.5 738.53 731.57 724.51 710.301.75 -2.16 -2.95 5.0 815.07 808.50 802.13 789.39-1.08 0.88 1.28 5.5 914.73 908.95 903.07 891.511.18 -0.91 -1.24 6.0 997.64 992.25 987.06 976.37-0.45 0.59 0.79 6.5 1062.86 1058.11 1053.06 1045.160.45 -0.58 -0.80 7.0 1128.08 1123.96 1119.06 1113.95
-105.27 170.80 -170.80 7.5 1185.75 1181.73 1177.42 1170.80-1.42 -1.42 1.42 8.0 1243.42 1239.50 1235.78 1227.65
-106.69 169.38 -169.38 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 4.5 710.30 710.305.0 789.39
Check:Hor Reaction at A -13.93 R2LHor Reaction at D 13.93 L2R
D (A)0.4225 0.5775
3.00 0.00-1.27 -1.73-0.63 -0.870.63 0.870.32 0.43-0.32 -0.43-0.16 -0.220.16 0.220.08 0.11-0.08 -0.111.73 -1.73 Sway of 1.541.42 -1.42 Sway of 1.27
Haunch
200300350400450500 5.50550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
5.0 959.42 959.425.5 1045.86
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 1.8 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 1.80 mBarrel Length of bridge 5.30 mBallast cushion 300 mmEarth cushion 600 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 2.30
EOverall span of bridge 2.2Overall height of bridge 2.65Size of haunch 200Dispersion width 2.745+Bst cu+le/2 4.57
A FDFC Loads
EUDL for bending moment fm table 487.40 KN
EUDL for sheer from table 519.32 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.500 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 9.22Haunches 0.27
Superimposed dead load (SIDL)Rails & Sleepers 2.63
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 22.0824.71
Superimposed live load (SILL) (with CDA)For BM 86.47For Shear 92.14
Derailment LoadFor BM 12.97For Shear 13.82
BM Loads on top slab with load factorsTop slab 12.25Haunch 0.76SIDL 42.00SILL 172.95Derailment Load (DRL) 25.94
Total (W/0 SILL+DRL) 55.01Total (With SILL+DRL) 253.90
BM Loads on Bottom slab with load factorsSide walls 25.82Haunches 0.76
Total 26.58
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 5.97 9.675At Bottom 18.74 30.375
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 13.92 kn/m2
Earth pressure (with load factors)At top 10.15 kn/m2At Bottom 31.86 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 46.19 kn/m2At Bottom 55.52 kn/m2
Max pressure at bottom of foundation 289.23 Kn/m2 (Without water)Max pressure at bottom of foundation 306.89 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -49.19 -50.82 -25.53 -50.82
Top U R/c -43.59 -45.06 -19.77 -45.06
Btm I R/c 70.80 74.36 14.56 74.36
Top I R/c 65.03 68.75 8.95 68.75
Side O R/c -12.77 -23.67 0.00 -23.67
Side I R/c 0.00 0.00 10.98 10.98
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 68.75 578.01 9.78 130 10d Bottom slab mid span 74.36 627.25 10.19 130 10c Bottom U Rod 50.82 525.00 13.18 260 16
a1 Side outer 23.67 700.00 15.22 260 16a2 Top U-Rod 45.06 525.00 13.18 260 16e Side inner 10.98 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 313.62 10.19 260 10f2 Bottom Haunch NA 313.62 10.19 260 10
Total 5122.51 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 193.52 0.68 0.21 0.40 1.15Btm Slab 212.79 0.75 0.21 0.44 1.15Side wall 62.70 0.23 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 258.37 9.25 150 260 10g2 Sheer links-btm slab 266.61 9.39 150 260 10g3 Sheer links-side walls 166.18 7.42 150 260 8
Per sqm 4607.73 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0418 0.5542
AB 0.0186 0.4458
B BA 0.0186 0.0418 0.4458BC 0.0232 0.5542
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-22.83 22.01 -72.41 72.41 -22.01 22.83 -79.99
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458 0.4458FEMs 79.99 -22.83 22.01 -72.41 72.41 -22.01 22.83Balance -31.68 -25.48 22.47 27.94 -27.94 -22.47 25.48C.Over 15.84 11.24 -12.74 -13.97 13.97 12.74 -11.24Balance -15.01 -12.07 11.91 14.80 -14.80 -11.91 12.07
C C.Over 7.50 5.95 -6.04 -7.40 7.40 6.04 -5.95Balance -7.46 -6.00 5.99 7.45 -7.45 -5.99 6.00C.Over 3.73 2.99 -3.00 -3.72 3.72 3.00 -2.99Balance -3.73 -3.00 3.00 3.73 -3.73 -3.00 3.00
E'C.Over 1.86 1.50 -1.50 -1.86 1.86 1.50 -1.50Balance -1.86 -1.50 1.50 1.86 -1.86 -1.50 1.50
49.19 -49.19 43.59 -43.59 43.59 -43.59 49.19
D
119.99 49.19 70.80
108.62 43.59 65.03
33.63 -46.39 -12.77 -ve Outer R/c
33.63 -46.39 -12.77 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a604 0 8 1 10 8 0 8 0.0279825604 1 10 2 12 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40302302 20 25 30
5953 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.46 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 1 0.15 0.36302.08 0 8 1 10 2 0.25 0.42302.08 0 8 1 10 1 0.15 0.36193.33 0 8 1 10 2 0.25 0.425316.54 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC79.99 -22.83 22.01 -72.41 72.41 -8.30 10.22
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.5542 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458-79.99 79.99 -22.83 22.01 -72.41 72.41 -8.3031.68 -31.68 -25.48 22.47 27.94 -35.53 -28.58-15.84 19.34 11.24 -12.74 -17.77 13.97 15.5515.01 -16.94 -13.63 13.60 16.91 -16.36 -13.16-7.50 8.35 6.80 -6.81 -8.18 8.45 6.727.46 -8.40 -6.75 6.68 8.31 -8.41 -6.76-3.73 4.17 3.34 -3.38 -4.20 4.16 3.353.73 -4.16 -3.35 3.38 4.20 -4.16 -3.35-1.86 2.10 1.69 -1.67 -2.08 2.10 1.691.86 -2.10 -1.69 1.67 2.08 -2.10 -1.69
-49.19 Non-Sway 50.67 -50.67 45.21 -45.21 34.53 -34.53Sway 0.15 -0.15 -0.15 0.15 0.15 -0.15Final M 50.82 -50.82 45.06 -45.06 34.68 -34.68
119.99 45.63 74.36
108.62 39.87 68.75
33.63 -47.94 -14.31 -ve Outer R/c
13.89 -37.56 -23.67 +ve Inner R/c
Hor Reaction at A -2.95 R2L Check:Hor Reaction at D 3.28 L2R Final Hor Rcn at A
Value of P preventing side sway 0.33 R2L Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.5542 0.4458 0.4458 0.5542 0.5542 0.4458 0.4458
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.66 -1.34 -1.34 -1.66 -1.66 -1.34 -1.34-0.83 -0.67 -0.67 -0.83 -0.83 -0.67 -0.670.83 0.67 0.67 0.83 0.83 0.67 0.670.42 0.33 0.33 0.42 0.42 0.33 0.33-0.42 -0.33 -0.33 -0.42 -0.42 -0.33 -0.33-0.21 -0.17 -0.17 -0.21 -0.21 -0.17 -0.170.21 0.17 0.17 0.21 0.21 0.17 0.170.10 0.08 0.08 0.10 0.10 0.08 0.08-0.10 -0.08 -0.08 -0.10 -0.10 -0.08 -0.08-1.66 1.66 1.66 -1.66 -1.66 1.66 1.66-0.15 0.15 0.15 -0.15 -0.15 0.15 0.15
Hor Reaction at A 1.80 L2RHor Reaction at D 1.80 L2RValue of P preventing side sway 3.59 R2L
b c-435 242086.88-435 261843.64-435 183122.54-435 85305.361-435 156715.49-435 39553.857
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.40
0.44
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD-79.99 79.99 -22.83 22.01 -15.69 15.69 -8.30
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.4458 0.5542 0.5542 0.4458 0.4458 0.5542 0.554210.22 -79.99 23.27 -22.83 22.01 -15.69 15.6931.11 38.67 -0.24 -0.20 -2.82 -3.50 -4.09-14.29 -15.84 3.62 -1.41 -0.10 -2.05 -1.7513.43 16.70 -1.22 -0.98 0.96 1.19 -0.64-6.58 -8.47 0.49 0.48 -0.49 -0.32 0.596.71 8.34 -0.54 -0.43 0.36 0.45 -0.55-3.38 -4.20 0.24 0.18 -0.22 -0.27 0.233.38 4.20 -0.23 -0.19 0.22 0.27 -0.23-1.67 -2.08 0.14 0.11 -0.09 -0.12 0.141.67 2.08 -0.14 -0.11 0.09 0.12 -0.14
40.59 -40.59 Non-Sway 25.38 -25.38 19.92 -19.92 9.24-0.15 0.15 Sway 0.15 -0.15 -0.15 0.15 0.1540.44 -40.44 Final M 25.53 -25.53 19.77 -19.77 9.39
34.90 20.34 14.56
23.53 14.58 8.95
-ve Outer R/c 33.63 -22.65 10.98
+ve Inner R/c 13.89 -12.27 1.61
Hor Reaction at A -2.95 R2LFinal Hor Rcn at A -3.11 R2L Hor Reaction at D 3.28 L2RFinal Hor Rcn at D 3.11 L2R Value of P preventing side sway 0.33 R2L
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.5542 0.5542 0.4458 0.4458 0.5542 0.5542 0.4458
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.66 -1.66 -1.34 -1.34 -1.66 -1.66 -1.34-0.83 -0.83 -0.67 -0.67 -0.83 -0.83 -0.670.83 0.83 0.67 0.67 0.83 0.83 0.670.42 0.42 0.33 0.33 0.42 0.42 0.33-0.42 -0.42 -0.33 -0.33 -0.42 -0.42 -0.33-0.21 -0.21 -0.17 -0.17 -0.21 -0.21 -0.170.21 0.21 0.17 0.17 0.21 0.21 0.170.10 0.10 0.08 0.08 0.10 0.10 0.08-0.10 -0.10 -0.08 -0.08 -0.10 -0.10 -0.08-1.66 Sway of 3.59 -1.66 1.66 1.66 -1.66 -1.66 1.66-0.15 Sway of 0.33 -0.15 0.15 0.15 -0.15 -0.15 0.15
Hor Reaction at A 1.80 L2RHor Reaction at D 1.80 L2RValue of P preventing side sway 3.59 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI10.22 -23.27 23.27 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.4458 0.4458 0.5542 2.0 564.68 548.80 532.83 500.98-8.30 10.22 -23.27 2.5 579.18 566.44 553.70 528.22-3.29 5.82 7.23 3.0 588.78 578.20 567.52 546.352.91 -1.65 -0.12 3.5 608.58 599.47 590.35 572.12-0.52 0.79 0.98 4.0 680.51 672.48 664.54 648.560.39 -0.26 -0.61 4.5 738.53 731.57 724.51 710.30-0.44 0.39 0.48 5.0 815.07 808.50 802.13 789.390.19 -0.22 -0.27 5.5 914.73 908.95 903.07 891.51-0.19 0.22 0.27 6.0 997.64 992.25 987.06 976.370.11 -0.09 -0.12 6.5 1062.86 1058.11 1053.06 1045.16-0.11 0.09 0.12 7.0 1128.08 1123.96 1119.06 1113.95-9.24 15.30 -15.30 7.5 1185.75 1181.73 1177.42 1170.80-0.15 -0.15 0.15 8.0 1243.42 1239.50 1235.78 1227.65-9.39 15.15 -15.15 8.5 1334.56 1334.56 1334.56 1334.56
9.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 455.70 487.402.0 500.98
Check:Hor Reaction at A -3.11 R2LHor Reaction at D 3.11 L2R
D (A)0.4458 0.5542
3.00 0.00-1.34 -1.66-0.67 -0.830.67 0.830.33 0.42-0.33 -0.42-0.17 -0.210.17 0.210.08 0.10-0.08 -0.101.66 -1.66 Sway of 3.590.15 -0.15 Sway of 0.33
Haunch
200300350400450500 1.80550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 500.98 519.322.5 546.84
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 3 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 3.00 mBarrel Length of bridge 2.80 mBallast cushion 300 mmEarth cushion 2400 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 3.50
EOverall span of bridge 2.2Overall height of bridge 3.85Size of haunch 300Dispersion width 2.745+Bst cu+le/2 6.37
A FDFC Loads
EUDL for bending moment fm table 487.40 KN
EUDL for sheer from table 519.32 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.200 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 14.90Haunches 0.61
Superimposed dead load (SIDL)Rails & Sleepers 4.29
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 56.6460.93
Superimposed live load (SILL) (with CDA)For BM 112.91For Shear 120.31
Derailment LoadFor BM 16.94For Shear 18.05
BM Loads on top slab with load factorsTop slab 12.25Haunch 1.70SIDL 103.57SILL 225.82Derailment Load (DRL) 33.87
Total (W/0 SILL+DRL) 117.53Total (With SILL+DRL) 377.22
BM Loads on Bottom slab with load factorsSide walls 41.72Haunches 1.70
Total 43.42
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 15.96 25.875At Bottom 35.40 57.375
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 22.71 kn/m2
Earth pressure (with load factors)At top 27.14 kn/m2At Bottom 60.17 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 63.18 kn/m2At Bottom 98.79 kn/m2
Max pressure at bottom of foundation 429.39 Kn/m2 (Without water)Max pressure at bottom of foundation 458.82 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -98.63 -102.31 -76.70 -102.31
Top U R/c -88.22 -92.01 -66.40 -92.01
Btm I R/c 81.33 93.84 8.35 93.84
Top I R/c 73.16 85.57 0.08 85.57
Side O R/c 0.00 0.00 0.00 0.00
Side I R/c 30.58 26.85 52.46 52.46
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 85.57 726.60 10.97 130 12d Bottom slab mid span 93.84 800.85 11.51 130 12c Bottom U Rod 102.31 525.00 13.18 260 16
a1 Side outer 0.00 700.00 15.22 260 16a2 Top U-Rod 92.01 525.00 13.18 260 16e Side inner 52.46 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 400.43 11.51 260 12f2 Bottom Haunch NA 400.43 11.51 260 12
Total 5618.30 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 246.39 0.86 0.31 0.44 1.15Btm Slab 273.53 0.96 0.31 0.43 1.15Side wall 155.08 0.56 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 312.92 10.18 150 260 12g2 Sheer links-btm slab 357.54 10.88 150 260 12g3 Sheer links-side walls 166.89 7.43 150 260 8
Per sqm 5582.32 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0354 0.6542
AB 0.0123 0.3458
B BA 0.0123 0.0354 0.3458BC 0.0232 0.6542
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-86.30 79.03 -107.59 107.59 -79.03 86.30 -119.97
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458FEMs 119.97 -86.30 79.03 -107.59 107.59 -79.03 86.30Balance -22.02 -11.64 9.87 18.68 -18.68 -9.87 11.64C.Over 11.01 4.94 -5.82 -9.34 9.34 5.82 -4.94Balance -10.43 -5.51 5.24 9.92 -9.92 -5.24 5.51
C C.Over 5.22 2.62 -2.76 -4.96 4.96 2.76 -2.62Balance -5.13 -2.71 2.67 5.05 -5.05 -2.67 2.71C.Over 2.56 1.33 -1.36 -2.52 2.52 1.36 -1.33Balance -2.55 -1.35 1.34 2.54 -2.54 -1.34 1.35
E'C.Over 1.28 0.67 -0.67 -1.27 1.27 0.67 -0.67Balance -1.27 -0.67 0.67 1.27 -1.27 -0.67 0.67
98.63 -98.63 88.22 -88.22 88.22 -88.22 98.63
D
179.95 98.63 81.33
161.38 88.22 73.16
124.00 -93.43 30.58 -ve Outer R/c
124.00 -93.43 30.58 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 1 10 2 12 8 0 8 0.0279825870 1 10 2 12 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.537088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC119.97 -86.30 79.03 -107.59 107.59 -41.19 47.94
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458-119.97 119.97 -86.30 79.03 -107.59 107.59 -41.1922.02 -22.02 -11.64 9.87 18.68 -43.44 -22.96-11.01 23.56 4.94 -5.82 -21.72 9.34 12.4510.43 -18.64 -9.85 9.52 18.02 -14.26 -7.54-5.22 7.36 4.76 -4.93 -7.13 9.01 3.895.13 -7.93 -4.19 4.17 7.89 -8.44 -4.46-2.56 4.28 2.08 -2.10 -4.22 3.94 2.262.55 -4.16 -2.20 2.18 4.13 -4.06 -2.15-1.28 2.03 1.09 -1.10 -2.03 2.07 1.071.27 -2.04 -1.08 1.08 2.05 -2.05 -1.08
-98.63 Non-Sway 102.40 -102.40 91.92 -91.92 59.70 -59.70Sway -0.09 0.09 0.09 -0.09 -0.09 0.09Final M 102.31 -102.31 92.01 -92.01 59.61 -59.61
179.95 86.11 93.84
161.38 75.81 85.57
124.00 -97.16 26.85 -ve Outer R/c
66.85 -64.77 2.08 +ve Inner R/c
Hor Reaction at A -5.66 R2L Check:Hor Reaction at D 5.48 L2R Final Hor Rcn at A
Value of P preventing side sway -0.19 L2R Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.96 -1.04 -1.04 -1.96 -1.96 -1.04 -1.04-0.98 -0.52 -0.52 -0.98 -0.98 -0.52 -0.520.98 0.52 0.52 0.98 0.98 0.52 0.520.49 0.26 0.26 0.49 0.49 0.26 0.26-0.49 -0.26 -0.26 -0.49 -0.49 -0.26 -0.26-0.25 -0.13 -0.13 -0.25 -0.25 -0.13 -0.130.25 0.13 0.13 0.25 0.25 0.13 0.130.12 0.06 0.06 0.12 0.12 0.06 0.06-0.12 -0.06 -0.06 -0.12 -0.12 -0.06 -0.06-1.96 1.96 1.96 -1.96 -1.96 1.96 1.960.09 -0.09 -0.09 0.09 0.09 -0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
b c-435 301298.03-435 330423.08-435 368686.84-435 0-435 320024.2-435 189035.99
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-119.97 119.97 -86.30 79.03 -33.52 33.52 -41.19
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.3458 0.6542 0.6542 0.3458 0.3458 0.6542 0.654247.94 -119.97 45.90 -86.30 79.03 -33.52 33.5224.91 47.12 26.43 13.97 -15.74 -29.78 5.02-11.48 -11.01 -0.67 -7.87 6.99 2.51 -14.897.78 14.71 5.58 2.95 -3.28 -6.21 9.97-3.77 -9.32 -4.76 -1.64 1.48 4.98 -3.114.53 8.56 4.19 2.21 -2.23 -4.23 3.68-2.23 -3.96 -1.78 -1.12 1.11 1.84 -2.112.14 4.05 1.89 1.00 -1.02 -1.93 2.00-1.07 -2.08 -1.00 -0.51 0.50 1.00 -0.961.09 2.06 0.99 0.52 -0.52 -0.98 0.98
69.83 -69.83 Non-Sway 76.78 -76.78 66.31 -66.31 34.090.09 -0.09 Sway -0.09 0.09 0.09 -0.09 -0.09
69.92 -69.92 Final M 76.70 -76.70 66.40 -66.40 34.00
68.85 60.50 8.35
50.28 50.20 0.08
-ve Outer R/c 124.00 -71.55 52.46
+ve Inner R/c 66.85 -39.15 27.69
Hor Reaction at A -5.66 R2LFinal Hor Rcn at A -5.57 R2L Hor Reaction at D 5.48 L2RFinal Hor Rcn at D 5.57 L2R Value of P preventing side sway -0.19 L2R
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.96 -1.96 -1.04 -1.04 -1.96 -1.96 -1.04-0.98 -0.98 -0.52 -0.52 -0.98 -0.98 -0.520.98 0.98 0.52 0.52 0.98 0.98 0.520.49 0.49 0.26 0.26 0.49 0.49 0.26-0.49 -0.49 -0.26 -0.26 -0.49 -0.49 -0.26-0.25 -0.25 -0.13 -0.13 -0.25 -0.25 -0.130.25 0.25 0.13 0.13 0.25 0.25 0.130.12 0.12 0.06 0.06 0.12 0.12 0.06-0.12 -0.12 -0.06 -0.06 -0.12 -0.12 -0.06-1.96 Sway of 4.24 -1.96 1.96 1.96 -1.96 -1.96 1.960.09 Sway of -0.19 0.09 -0.09 -0.09 0.09 0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI47.94 -45.90 45.90 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.3458 0.3458 0.6542 2.0 564.68 548.80 532.83 500.98-41.19 47.94 -45.90 2.5 579.18 566.44 553.70 528.222.65 -0.70 -1.33 3.0 588.78 578.20 567.52 546.35-0.35 1.33 13.22 3.5 608.58 599.47 590.35 572.125.27 -5.03 -9.51 4.0 680.51 672.48 664.54 648.56-2.51 2.63 2.79 4.5 738.53 731.57 724.51 710.301.94 -1.88 -3.55 5.0 815.07 808.50 802.13 789.39-0.94 0.97 2.09 5.5 914.73 908.95 903.07 891.511.06 -1.06 -2.00 6.0 997.64 992.25 987.06 976.37-0.53 0.53 0.95 6.5 1062.86 1058.11 1053.06 1045.160.52 -0.51 -0.96 7.0 1128.08 1123.96 1119.06 1113.95
-34.09 44.22 -44.22 7.5 1185.75 1181.73 1177.42 1170.800.09 0.09 -0.09 8.0 1243.42 1239.50 1235.78 1227.65
-34.00 44.31 -44.31 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 455.70 487.402.0 500.98
Check:Hor Reaction at A -5.57 R2LHor Reaction at D 5.57 L2R
D (A)0.3458 0.6542
3.00 0.00-1.04 -1.96-0.52 -0.980.52 0.980.26 0.49-0.26 -0.49-0.13 -0.250.13 0.250.06 0.12-0.06 -0.121.96 -1.96 Sway of 4.24-0.09 0.09 Sway of -0.19
Haunch
200300350400450500 3.00550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 500.98 519.322.5 546.84
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 2.5 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 2.50 mBarrel Length of bridge 2.80 mBallast cushion 300 mmEarth cushion 850 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 3.00
EOverall span of bridge 2.2Overall height of bridge 3.35Size of haunch 200Dispersion width 2.745+Bst cu+le/2 4.82
A FDFC Loads
EUDL for bending moment fm table 487.40 KN
EUDL for sheer from table 519.32 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.458 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 12.53Haunches 0.27
Superimposed dead load (SIDL)Rails & Sleepers 4.29
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 26.8831.17
Superimposed live load (SILL) (with CDA)For BM 137.22For Shear 146.21
Derailment LoadFor BM 20.58For Shear 21.93
BM Loads on top slab with load factorsTop slab 12.25Haunch 0.76SIDL 52.98SILL 274.43Derailment Load (DRL) 41.17
Total (W/0 SILL+DRL) 65.99Total (With SILL+DRL) 381.59
BM Loads on Bottom slab with load factorsSide walls 35.09Haunches 0.76
Total 35.85
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 7.36 11.925At Bottom 24.01 38.925
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 22.71 kn/m2
Earth pressure (with load factors)At top 12.51 kn/m2At Bottom 40.82 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 48.55 kn/m2At Bottom 79.44 kn/m2
Max pressure at bottom of foundation 426.19 Kn/m2 (Without water)Max pressure at bottom of foundation 450.71 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -77.28 -80.20 -45.87 -80.20
Top U R/c -69.02 -72.00 -37.67 -72.00
Btm I R/c 101.30 110.00 9.31 110.00
Top I R/c 94.23 102.85 2.17 102.85
Side O R/c -1.16 -22.88 0.00 -22.88
Side I R/c 0.00 0.00 30.22 30.22
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 102.85 882.67 12.09 130 12d Bottom slab mid span 110.00 948.20 12.53 130 12c Bottom U Rod 80.20 525.00 13.18 260 16
a1 Side outer 22.88 700.00 15.22 260 16a2 Top U-Rod 72.00 525.00 13.18 260 16e Side inner 30.22 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 474.10 12.53 260 12f2 Bottom Haunch NA 474.10 12.53 260 12
Total 6069.08 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 291.64 1.02 0.31 0.44 1.15Btm Slab 317.63 1.11 0.31 0.43 1.15Side wall 106.47 0.38 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 378.87 11.20 150 260 12g2 Sheer links-btm slab 421.82 11.82 150 260 12g3 Sheer links-side walls 166.18 7.42 150 260 8
Per sqm 6445.85 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0375 0.6186
AB 0.0143 0.3814
B BA 0.0143 0.0375 0.3814BC 0.0232 0.6186
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-50.31 45.68 -108.83 108.83 -45.68 50.31 -119.06
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.6186 0.3814 0.3814 0.6186 0.6186 0.3814 0.3814FEMs 119.06 -50.31 45.68 -108.83 108.83 -45.68 50.31Balance -42.52 -26.22 24.09 39.06 -39.06 -24.09 26.22C.Over 21.26 12.05 -13.11 -19.53 19.53 13.11 -12.05Balance -20.60 -12.70 12.45 20.19 -20.19 -12.45 12.70
C C.Over 10.30 6.23 -6.35 -10.10 10.10 6.35 -6.23Balance -10.22 -6.30 6.27 10.17 -10.17 -6.27 6.30C.Over 5.11 3.14 -3.15 -5.09 5.09 3.15 -3.14Balance -5.10 -3.15 3.14 5.10 -5.10 -3.14 3.15
E'C.Over 2.55 1.57 -1.57 -2.55 2.55 1.57 -1.57Balance -2.55 -1.57 1.57 2.55 -2.55 -1.57 1.57
77.28 -77.28 69.02 -69.02 69.02 -69.02 77.28
D
178.59 77.28 101.30
163.25 69.02 94.23
71.99 -73.15 -1.16 -ve Outer R/c
71.99 -73.15 -1.16 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 2 12 3 16 8 0 8 0.0279825870 2 12 3 16 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.537088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC119.06 -50.31 45.68 -108.83 108.83 -17.88 22.12
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.6186 0.6186 0.3814 0.3814 0.6186 0.6186 0.3814-119.06 119.06 -50.31 45.68 -108.83 108.83 -17.8842.52 -42.52 -26.22 24.09 39.06 -56.26 -34.69-21.26 29.98 12.05 -13.11 -28.13 19.53 18.4920.60 -25.99 -16.03 15.73 25.51 -23.52 -14.50-10.30 11.94 7.87 -8.02 -11.76 12.76 7.3610.22 -12.25 -7.56 7.54 12.23 -12.44 -7.67-5.11 6.26 3.77 -3.78 -6.22 6.12 3.865.10 -6.21 -3.83 3.81 6.19 -6.17 -3.81-2.55 3.08 1.91 -1.91 -3.09 3.09 1.902.55 -3.09 -1.90 1.91 3.09 -3.09 -1.90
-77.28 Non-Sway 80.26 -80.26 71.95 -71.95 48.84 -48.84Sway -0.06 0.06 0.06 -0.06 -0.06 0.06Final M 80.20 -80.20 72.00 -72.00 48.78 -48.78
178.59 68.59 110.00
163.25 60.39 102.85
71.99 -76.10 -4.11 -ve Outer R/c
30.00 -52.88 -22.88 +ve Inner R/c
Hor Reaction at A -4.49 R2L Check:Hor Reaction at D 4.37 L2R Final Hor Rcn at A
Value of P preventing side sway -0.13 L2R Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.6186 0.3814 0.3814 0.6186 0.6186 0.3814 0.3814
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.86 -1.14 -1.14 -1.86 -1.86 -1.14 -1.14-0.93 -0.57 -0.57 -0.93 -0.93 -0.57 -0.570.93 0.57 0.57 0.93 0.93 0.57 0.570.46 0.29 0.29 0.46 0.46 0.29 0.29-0.46 -0.29 -0.29 -0.46 -0.46 -0.29 -0.29-0.23 -0.14 -0.14 -0.23 -0.23 -0.14 -0.140.23 0.14 0.14 0.23 0.23 0.14 0.140.12 0.07 0.07 0.12 0.12 0.07 0.07-0.12 -0.07 -0.07 -0.12 -0.12 -0.07 -0.07-1.86 1.86 1.86 -1.86 -1.86 1.86 1.860.06 -0.06 -0.06 0.06 0.06 -0.06 -0.06
Hor Reaction at A 2.01 L2RHor Reaction at D 2.01 L2RValue of P preventing side sway 4.01 R2L
b c-435 362160.56-435 387310.18-435 289009.49-435 82462.931-435 250452.07-435 108911.7
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-119.06 119.06 -50.31 45.68 -18.82 18.82 -17.88
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.3814 0.6186 0.6186 0.3814 0.3814 0.6186 0.618622.12 -119.06 29.05 -50.31 45.68 -18.82 18.8236.98 59.96 13.15 8.11 -10.24 -16.61 -0.58-17.35 -21.26 2.14 -5.12 4.06 -0.29 -8.3114.73 23.88 1.84 1.14 -1.44 -2.33 4.32-7.25 -13.00 -1.98 -0.72 0.57 2.16 -1.167.72 12.52 1.67 1.03 -1.04 -1.69 1.47-3.84 -6.13 -0.70 -0.52 0.51 0.74 -0.843.80 6.16 0.75 0.46 -0.48 -0.77 0.79-1.90 -3.10 -0.40 -0.24 0.23 0.39 -0.391.91 3.10 0.39 0.24 -0.24 -0.39 0.39
56.92 -56.92 Non-Sway 45.93 -45.93 37.61 -37.61 14.510.06 -0.06 Sway -0.06 0.06 0.06 -0.06 -0.06
56.98 -56.98 Final M 45.87 -45.87 37.67 -37.67 14.45
43.57 34.26 9.31
28.23 26.06 2.17
-ve Outer R/c 71.99 -41.77 30.22
+ve Inner R/c 30.00 -18.55 11.45
Hor Reaction at A -4.49 R2LFinal Hor Rcn at A -4.43 R2L Hor Reaction at D 4.37 L2RFinal Hor Rcn at D 4.43 L2R Value of P preventing side sway -0.13 L2R
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.6186 0.6186 0.3814 0.3814 0.6186 0.6186 0.3814
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.86 -1.86 -1.14 -1.14 -1.86 -1.86 -1.14-0.93 -0.93 -0.57 -0.57 -0.93 -0.93 -0.570.93 0.93 0.57 0.57 0.93 0.93 0.570.46 0.46 0.29 0.29 0.46 0.46 0.29-0.46 -0.46 -0.29 -0.29 -0.46 -0.46 -0.29-0.23 -0.23 -0.14 -0.14 -0.23 -0.23 -0.140.23 0.23 0.14 0.14 0.23 0.23 0.140.12 0.12 0.07 0.07 0.12 0.12 0.07-0.12 -0.12 -0.07 -0.07 -0.12 -0.12 -0.07-1.86 Sway of 4.01 -1.86 1.86 1.86 -1.86 -1.86 1.860.06 Sway of -0.13 0.06 -0.06 -0.06 0.06 0.06 -0.06
Hor Reaction at A 2.01 L2RHor Reaction at D 2.01 L2RValue of P preventing side sway 4.01 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI22.12 -29.05 29.05 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.3814 0.3814 0.6186 2.0 564.68 548.80 532.83 500.98-17.88 22.12 -29.05 2.5 579.18 566.44 553.70 528.22-0.36 2.64 4.28 3.0 588.78 578.20 567.52 546.351.32 -0.18 6.58 3.5 608.58 599.47 590.35 572.122.66 -2.44 -3.96 4.0 680.51 672.48 664.54 648.56-1.22 1.33 0.92 4.5 738.53 731.57 724.51 710.300.91 -0.86 -1.39 5.0 815.07 808.50 802.13 789.39-0.43 0.45 0.83 5.5 914.73 908.95 903.07 891.510.49 -0.49 -0.80 6.0 997.64 992.25 987.06 976.37-0.25 0.24 0.38 6.5 1062.86 1058.11 1053.06 1045.160.24 -0.24 -0.38 7.0 1128.08 1123.96 1119.06 1113.95
-14.51 22.59 -22.59 7.5 1185.75 1181.73 1177.42 1170.800.06 0.06 -0.06 8.0 1243.42 1239.50 1235.78 1227.65
-14.45 22.65 -22.65 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 455.70 487.402.0 500.98
Check:Hor Reaction at A -4.43 R2LHor Reaction at D 4.43 L2R
D (A)0.3814 0.6186
3.00 0.00-1.14 -1.86-0.57 -0.930.57 0.930.29 0.46-0.29 -0.46-0.14 -0.230.14 0.230.07 0.12-0.07 -0.121.86 -1.86 Sway of 4.01-0.06 0.06 Sway of -0.13
Haunch
200300350400450500 2.50550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 500.98 519.322.5 546.84
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 3 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 3.00 mBarrel Length of bridge 2.80 mBallast cushion 300 mmEarth cushion 2400 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 3.50
EOverall span of bridge 2.2Overall height of bridge 3.85Size of haunch 300Dispersion width 2.745+Bst cu+le/2 6.37
A FDFC Loads
EUDL for bending moment fm table 487.40 KN
EUDL for sheer from table 519.32 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.200 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 14.90Haunches 0.61
Superimposed dead load (SIDL)Rails & Sleepers 4.29
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 56.6460.93
Superimposed live load (SILL) (with CDA)For BM 112.91For Shear 120.31
Derailment LoadFor BM 16.94For Shear 18.05
BM Loads on top slab with load factorsTop slab 12.25Haunch 1.70SIDL 103.57SILL 225.82Derailment Load (DRL) 33.87
Total (W/0 SILL+DRL) 117.53Total (With SILL+DRL) 377.22
BM Loads on Bottom slab with load factorsSide walls 41.72Haunches 1.70
Total 43.42
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 15.96 25.875At Bottom 35.40 57.375
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 22.71 kn/m2
Earth pressure (with load factors)At top 27.14 kn/m2At Bottom 60.17 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 63.18 kn/m2At Bottom 98.79 kn/m2
Max pressure at bottom of foundation 429.39 Kn/m2 (Without water)Max pressure at bottom of foundation 458.82 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -98.63 -102.31 -76.70 -102.31
Top U R/c -88.22 -92.01 -66.40 -92.01
Btm I R/c 81.33 93.84 8.35 93.84
Top I R/c 73.16 85.57 0.08 85.57
Side O R/c 0.00 0.00 0.00 0.00
Side I R/c 30.58 26.85 52.46 52.46
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 85.57 726.60 10.97 130 12d Bottom slab mid span 93.84 800.85 11.51 130 12c Bottom U Rod 102.31 525.00 13.18 260 16
a1 Side outer 0.00 700.00 15.22 260 16a2 Top U-Rod 92.01 525.00 13.18 260 16e Side inner 52.46 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 400.43 11.51 260 12f2 Bottom Haunch NA 400.43 11.51 260 12
Total 5618.30 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 246.39 0.86 0.31 0.44 1.15Btm Slab 273.53 0.96 0.31 0.43 1.15Side wall 155.08 0.56 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 312.92 10.18 150 260 12g2 Sheer links-btm slab 357.54 10.88 150 260 12g3 Sheer links-side walls 166.89 7.43 150 260 8
Per sqm 5582.32 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0354 0.6542
AB 0.0123 0.3458
B BA 0.0123 0.0354 0.3458BC 0.0232 0.6542
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-86.30 79.03 -107.59 107.59 -79.03 86.30 -119.97
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458FEMs 119.97 -86.30 79.03 -107.59 107.59 -79.03 86.30Balance -22.02 -11.64 9.87 18.68 -18.68 -9.87 11.64C.Over 11.01 4.94 -5.82 -9.34 9.34 5.82 -4.94Balance -10.43 -5.51 5.24 9.92 -9.92 -5.24 5.51
C C.Over 5.22 2.62 -2.76 -4.96 4.96 2.76 -2.62Balance -5.13 -2.71 2.67 5.05 -5.05 -2.67 2.71C.Over 2.56 1.33 -1.36 -2.52 2.52 1.36 -1.33Balance -2.55 -1.35 1.34 2.54 -2.54 -1.34 1.35
E'C.Over 1.28 0.67 -0.67 -1.27 1.27 0.67 -0.67Balance -1.27 -0.67 0.67 1.27 -1.27 -0.67 0.67
98.63 -98.63 88.22 -88.22 88.22 -88.22 98.63
D
179.95 98.63 81.33
161.38 88.22 73.16
124.00 -93.43 30.58 -ve Outer R/c
124.00 -93.43 30.58 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 1 10 2 12 8 0 8 0.0279825870 1 10 2 12 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.537088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC119.97 -86.30 79.03 -107.59 107.59 -41.19 47.94
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458-119.97 119.97 -86.30 79.03 -107.59 107.59 -41.1922.02 -22.02 -11.64 9.87 18.68 -43.44 -22.96-11.01 23.56 4.94 -5.82 -21.72 9.34 12.4510.43 -18.64 -9.85 9.52 18.02 -14.26 -7.54-5.22 7.36 4.76 -4.93 -7.13 9.01 3.895.13 -7.93 -4.19 4.17 7.89 -8.44 -4.46-2.56 4.28 2.08 -2.10 -4.22 3.94 2.262.55 -4.16 -2.20 2.18 4.13 -4.06 -2.15-1.28 2.03 1.09 -1.10 -2.03 2.07 1.071.27 -2.04 -1.08 1.08 2.05 -2.05 -1.08
-98.63 Non-Sway 102.40 -102.40 91.92 -91.92 59.70 -59.70Sway -0.09 0.09 0.09 -0.09 -0.09 0.09Final M 102.31 -102.31 92.01 -92.01 59.61 -59.61
179.95 86.11 93.84
161.38 75.81 85.57
124.00 -97.16 26.85 -ve Outer R/c
66.85 -64.77 2.08 +ve Inner R/c
Hor Reaction at A -5.66 R2L Check:Hor Reaction at D 5.48 L2R Final Hor Rcn at A
Value of P preventing side sway -0.19 L2R Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.96 -1.04 -1.04 -1.96 -1.96 -1.04 -1.04-0.98 -0.52 -0.52 -0.98 -0.98 -0.52 -0.520.98 0.52 0.52 0.98 0.98 0.52 0.520.49 0.26 0.26 0.49 0.49 0.26 0.26-0.49 -0.26 -0.26 -0.49 -0.49 -0.26 -0.26-0.25 -0.13 -0.13 -0.25 -0.25 -0.13 -0.130.25 0.13 0.13 0.25 0.25 0.13 0.130.12 0.06 0.06 0.12 0.12 0.06 0.06-0.12 -0.06 -0.06 -0.12 -0.12 -0.06 -0.06-1.96 1.96 1.96 -1.96 -1.96 1.96 1.960.09 -0.09 -0.09 0.09 0.09 -0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
b c-435 301298.03-435 330423.08-435 368686.84-435 0-435 320024.2-435 189035.99
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-119.97 119.97 -86.30 79.03 -33.52 33.52 -41.19
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.3458 0.6542 0.6542 0.3458 0.3458 0.6542 0.654247.94 -119.97 45.90 -86.30 79.03 -33.52 33.5224.91 47.12 26.43 13.97 -15.74 -29.78 5.02-11.48 -11.01 -0.67 -7.87 6.99 2.51 -14.897.78 14.71 5.58 2.95 -3.28 -6.21 9.97-3.77 -9.32 -4.76 -1.64 1.48 4.98 -3.114.53 8.56 4.19 2.21 -2.23 -4.23 3.68-2.23 -3.96 -1.78 -1.12 1.11 1.84 -2.112.14 4.05 1.89 1.00 -1.02 -1.93 2.00-1.07 -2.08 -1.00 -0.51 0.50 1.00 -0.961.09 2.06 0.99 0.52 -0.52 -0.98 0.98
69.83 -69.83 Non-Sway 76.78 -76.78 66.31 -66.31 34.090.09 -0.09 Sway -0.09 0.09 0.09 -0.09 -0.09
69.92 -69.92 Final M 76.70 -76.70 66.40 -66.40 34.00
68.85 60.50 8.35
50.28 50.20 0.08
-ve Outer R/c 124.00 -71.55 52.46
+ve Inner R/c 66.85 -39.15 27.69
Hor Reaction at A -5.66 R2LFinal Hor Rcn at A -5.57 R2L Hor Reaction at D 5.48 L2RFinal Hor Rcn at D 5.57 L2R Value of P preventing side sway -0.19 L2R
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.96 -1.96 -1.04 -1.04 -1.96 -1.96 -1.04-0.98 -0.98 -0.52 -0.52 -0.98 -0.98 -0.520.98 0.98 0.52 0.52 0.98 0.98 0.520.49 0.49 0.26 0.26 0.49 0.49 0.26-0.49 -0.49 -0.26 -0.26 -0.49 -0.49 -0.26-0.25 -0.25 -0.13 -0.13 -0.25 -0.25 -0.130.25 0.25 0.13 0.13 0.25 0.25 0.130.12 0.12 0.06 0.06 0.12 0.12 0.06-0.12 -0.12 -0.06 -0.06 -0.12 -0.12 -0.06-1.96 Sway of 4.24 -1.96 1.96 1.96 -1.96 -1.96 1.960.09 Sway of -0.19 0.09 -0.09 -0.09 0.09 0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI47.94 -45.90 45.90 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.3458 0.3458 0.6542 2.0 564.68 548.80 532.83 500.98-41.19 47.94 -45.90 2.5 579.18 566.44 553.70 528.222.65 -0.70 -1.33 3.0 588.78 578.20 567.52 546.35-0.35 1.33 13.22 3.5 608.58 599.47 590.35 572.125.27 -5.03 -9.51 4.0 680.51 672.48 664.54 648.56-2.51 2.63 2.79 4.5 738.53 731.57 724.51 710.301.94 -1.88 -3.55 5.0 815.07 808.50 802.13 789.39-0.94 0.97 2.09 5.5 914.73 908.95 903.07 891.511.06 -1.06 -2.00 6.0 997.64 992.25 987.06 976.37-0.53 0.53 0.95 6.5 1062.86 1058.11 1053.06 1045.160.52 -0.51 -0.96 7.0 1128.08 1123.96 1119.06 1113.95
-34.09 44.22 -44.22 7.5 1185.75 1181.73 1177.42 1170.800.09 0.09 -0.09 8.0 1243.42 1239.50 1235.78 1227.65
-34.00 44.31 -44.31 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 455.70 487.402.0 500.98
Check:Hor Reaction at A -5.57 R2LHor Reaction at D 5.57 L2R
D (A)0.3458 0.6542
3.00 0.00-1.04 -1.96-0.52 -0.980.52 0.980.26 0.49-0.26 -0.49-0.13 -0.250.13 0.250.06 0.12-0.06 -0.121.96 -1.96 Sway of 4.24-0.09 0.09 Sway of -0.19
Haunch
200300350400450500 3.00550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 500.98 519.322.5 546.84
ASK-RRB:Box Design calculations for DFC Loading: 1.5 m x 3 m
MaterialsGrade of concrete M 30 Select from Dropdown ListGrade of steel Fe 500 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 1.50 mClear height of box, m 3.00 mBarrel Length of bridge 2.80 mBallast cushion 300 mmEarth cushion 2400 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B GThickness of top & Bottom slab 0.35Thickness of side walls 0.35Effective span 1.85Effective height 3.50
EOverall span of bridge 2.2Overall height of bridge 3.85Size of haunch 300Dispersion width 2.745+Bst cu+le/2 6.37
A FDFC Loads
EUDL for bending moment fm table 487.40 KN
EUDL for sheer from table 519.32 KN
Coefficient of DA 0.15+8/(6+le) 1.000CDA with ballast+earth cushion 0.200 2.4.2.1 a & b
Case-IDead load of Box
Top slab 8.75Bottom slab 8.75Side walls 14.90Haunches 0.61
Superimposed dead load (SIDL)Rails & Sleepers 4.29
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
Ballast & Earth 56.6460.93
Superimposed live load (SILL) (with CDA)For BM 112.91For Shear 120.31
Derailment LoadFor BM 16.94For Shear 18.05
BM Loads on top slab with load factorsTop slab 12.25Haunch 1.70SIDL 103.57SILL 225.82Derailment Load (DRL) 33.87
Total (W/0 SILL+DRL) 117.53Total (With SILL+DRL) 377.22
BM Loads on Bottom slab with load factorsSide walls 41.72Haunches 1.70
Total 43.42
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 15.96 25.875At Bottom 35.40 57.375
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 22.71 kn/m2
Earth pressure (with load factors)At top 27.14 kn/m2At Bottom 60.17 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 63.18 kn/m2At Bottom 98.79 kn/m2
Max pressure at bottom of foundation 429.39 Kn/m2 (Without water)Max pressure at bottom of foundation 458.82 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -98.63 -102.31 -76.70 -102.31
Top U R/c -88.22 -92.01 -66.40 -92.01
Btm I R/c 81.33 93.84 8.35 93.84
Top I R/c 73.16 85.57 0.08 85.57
Side O R/c 0.00 0.00 0.00 0.00
Side I R/c 30.58 26.85 52.46 52.46
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro
b Top slab mid span 85.57 726.60 10.97 130 12d Bottom slab mid span 93.84 800.85 11.51 130 12c Bottom U Rod 102.31 525.00 13.18 260 16
a1 Side outer 0.00 700.00 15.22 260 16a2 Top U-Rod 92.01 525.00 13.18 260 16e Side inner 52.46 700.00 15.22 260 16
h2 Distribution side NA 420.00 8.96 150 10h1 Distribution top/btm NA 420.00 8.96 150 10f1 Top Haunch NA 400.43 11.51 260 12f2 Bottom Haunch NA 400.43 11.51 260 12
Total 5618.30 Total
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 246.39 0.86 0.31 0.44 1.15Btm Slab 273.53 0.96 0.31 0.43 1.15Side wall 155.08 0.56 0.28 0.43 1.28
Asv Req Dia Req spacing-L Spacing-W Dia Prog1 Sheer links-top slab 312.92 10.18 150 260 12g2 Sheer links-btm slab 357.54 10.88 150 260 12g3 Sheer links-side walls 166.89 7.43 150 260 8
Per sqm 5582.32 Per sqm
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0232 0.0354 0.6542
AB 0.0123 0.3458
B BA 0.0123 0.0354 0.3458BC 0.0232 0.6542
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA-86.30 79.03 -107.59 107.59 -79.03 86.30 -119.97
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B CDFs 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458FEMs 119.97 -86.30 79.03 -107.59 107.59 -79.03 86.30Balance -22.02 -11.64 9.87 18.68 -18.68 -9.87 11.64C.Over 11.01 4.94 -5.82 -9.34 9.34 5.82 -4.94Balance -10.43 -5.51 5.24 9.92 -9.92 -5.24 5.51
C C.Over 5.22 2.62 -2.76 -4.96 4.96 2.76 -2.62Balance -5.13 -2.71 2.67 5.05 -5.05 -2.67 2.71C.Over 2.56 1.33 -1.36 -2.52 2.52 1.36 -1.33Balance -2.55 -1.35 1.34 2.54 -2.54 -1.34 1.35
E'C.Over 1.28 0.67 -0.67 -1.27 1.27 0.67 -0.67Balance -1.27 -0.67 0.67 1.27 -1.27 -0.67 0.67
98.63 -98.63 88.22 -88.22 88.22 -88.22 98.63
D
179.95 98.63 81.33
161.38 88.22 73.16
124.00 -93.43 30.58 -ve Outer R/c
124.00 -93.43 30.58 +ve Inner R/c
MF
MG
ME
ME'
Ast pro a870 1 10 2 12 8 0 8 0.0279825870 1 10 2 12 10 1 10 0.0279825773 2 12 3 16 12 2 12 0.0279825773 2 12 3 16 16 3 16 0.0286871773 2 12 3 16 20 4 20 0.0279825773 2 12 3 16 25 5 25 0.0286871524 0 8 1 10 32 6 32524 0 8 1 10 40 7 40435435 20 25 30
6750 1 0.15 1 0.31 0.31 0.362 0.25 2 0.37 0.4 0.42
3 0.50 3 0.47 0.5 0.53
4 1.00 4 0.59 0.63 0.670.51 5 2.00 5 0.74 0.8 0.850.50 6 3.00 6 0.85 0.91 0.970.56
Ast Pro 2 0.25 0.42434.99 1 10 2 12 3 0.50 0.53434.99 1 10 2 12 2 0.25 0.42193.33 0 8 1 10 3 0.50 0.537088.72 2 0.25 0.42
3 0.50 0.53
- 'Ve Tension outside
+ 'Ve Tension inside
s x vc
Fixed End MomentsMf AD Mf AB Mf BA Mf BC Mf CB Mf CD Mf DC119.97 -86.30 79.03 -107.59 107.59 -41.19 47.94
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458-119.97 119.97 -86.30 79.03 -107.59 107.59 -41.1922.02 -22.02 -11.64 9.87 18.68 -43.44 -22.96-11.01 23.56 4.94 -5.82 -21.72 9.34 12.4510.43 -18.64 -9.85 9.52 18.02 -14.26 -7.54-5.22 7.36 4.76 -4.93 -7.13 9.01 3.895.13 -7.93 -4.19 4.17 7.89 -8.44 -4.46-2.56 4.28 2.08 -2.10 -4.22 3.94 2.262.55 -4.16 -2.20 2.18 4.13 -4.06 -2.15-1.28 2.03 1.09 -1.10 -2.03 2.07 1.071.27 -2.04 -1.08 1.08 2.05 -2.05 -1.08
-98.63 Non-Sway 102.40 -102.40 91.92 -91.92 59.70 -59.70Sway -0.09 0.09 0.09 -0.09 -0.09 0.09Final M 102.31 -102.31 92.01 -92.01 59.61 -59.61
179.95 86.11 93.84
161.38 75.81 85.57
124.00 -97.16 26.85 -ve Outer R/c
66.85 -64.77 2.08 +ve Inner R/c
Hor Reaction at A -5.66 R2L Check:Hor Reaction at D 5.48 L2R Final Hor Rcn at A
Value of P preventing side sway -0.19 L2R Final Hor Rcn at D
Moment Distribution-Case-II (Sway Moments)
(D) A B C0.6542 0.3458 0.3458 0.6542 0.6542 0.3458 0.3458
MF
MG
ME
ME'
0.00 3.00 3.00 0.00 0.00 3.00 3.00-1.96 -1.04 -1.04 -1.96 -1.96 -1.04 -1.04-0.98 -0.52 -0.52 -0.98 -0.98 -0.52 -0.520.98 0.52 0.52 0.98 0.98 0.52 0.520.49 0.26 0.26 0.49 0.49 0.26 0.26-0.49 -0.26 -0.26 -0.49 -0.49 -0.26 -0.26-0.25 -0.13 -0.13 -0.25 -0.25 -0.13 -0.130.25 0.13 0.13 0.25 0.25 0.13 0.130.12 0.06 0.06 0.12 0.12 0.06 0.06-0.12 -0.06 -0.06 -0.12 -0.12 -0.06 -0.06-1.96 1.96 1.96 -1.96 -1.96 1.96 1.960.09 -0.09 -0.09 0.09 0.09 -0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
b c-435 301298.03-435 330423.08-435 368686.84-435 0-435 320024.2-435 189035.99
35 400.37 0.390.44 0.47
0.56 0.59
0.7 0.740.89 0.931.01 1.06
0.44
0.43
0.43
Fixed End MomentsMf DA Mf AD Mf AB Mf BA Mf BC Mf CB Mf CD
-119.97 119.97 -86.30 79.03 -33.52 33.52 -41.19
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach) Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach)
D (A) (D) A B0.3458 0.6542 0.6542 0.3458 0.3458 0.6542 0.654247.94 -119.97 45.90 -86.30 79.03 -33.52 33.5224.91 47.12 26.43 13.97 -15.74 -29.78 5.02-11.48 -11.01 -0.67 -7.87 6.99 2.51 -14.897.78 14.71 5.58 2.95 -3.28 -6.21 9.97-3.77 -9.32 -4.76 -1.64 1.48 4.98 -3.114.53 8.56 4.19 2.21 -2.23 -4.23 3.68-2.23 -3.96 -1.78 -1.12 1.11 1.84 -2.112.14 4.05 1.89 1.00 -1.02 -1.93 2.00-1.07 -2.08 -1.00 -0.51 0.50 1.00 -0.961.09 2.06 0.99 0.52 -0.52 -0.98 0.98
69.83 -69.83 Non-Sway 76.78 -76.78 66.31 -66.31 34.090.09 -0.09 Sway -0.09 0.09 0.09 -0.09 -0.09
69.92 -69.92 Final M 76.70 -76.70 66.40 -66.40 34.00
68.85 60.50 8.35
50.28 50.20 0.08
-ve Outer R/c 124.00 -71.55 52.46
+ve Inner R/c 66.85 -39.15 27.69
Hor Reaction at A -5.66 R2LFinal Hor Rcn at A -5.57 R2L Hor Reaction at D 5.48 L2RFinal Hor Rcn at D 5.57 L2R Value of P preventing side sway -0.19 L2R
Moment Distribution-Case-III (Sway Moments)
D (A) (D) A B C0.6542 0.6542 0.3458 0.3458 0.6542 0.6542 0.3458
MF
MG
ME
ME'
0.00 0.00 3.00 3.00 0.00 0.00 3.00-1.96 -1.96 -1.04 -1.04 -1.96 -1.96 -1.04-0.98 -0.98 -0.52 -0.52 -0.98 -0.98 -0.520.98 0.98 0.52 0.52 0.98 0.98 0.520.49 0.49 0.26 0.26 0.49 0.49 0.26-0.49 -0.49 -0.26 -0.26 -0.49 -0.49 -0.26-0.25 -0.25 -0.13 -0.13 -0.25 -0.25 -0.130.25 0.25 0.13 0.13 0.25 0.25 0.130.12 0.12 0.06 0.06 0.12 0.12 0.06-0.12 -0.12 -0.06 -0.06 -0.12 -0.12 -0.06-1.96 Sway of 4.24 -1.96 1.96 1.96 -1.96 -1.96 1.960.09 Sway of -0.19 0.09 -0.09 -0.09 0.09 0.09 -0.09
Hor Reaction at A 2.12 L2RHor Reaction at D 2.12 L2RValue of P preventing side sway 4.24 R2L
max CS,CH
Concrete Steel Agg size Rails15 415 10 52 3.020 500 12.5 60 3.525 550 20 4.030 25 4.535 40 5.040 5.5
6.0Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI47.94 -45.90 45.90 EUDL for BM in KN
L in m 200 300 400 600Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.74 287.43 243.53 186.49
1.0 492.45 460.60 428.75 365.05C D (A) 1.5 540.57 519.40 498.13 455.70
0.3458 0.3458 0.6542 2.0 564.68 548.80 532.83 500.98-41.19 47.94 -45.90 2.5 579.18 566.44 553.70 528.222.65 -0.70 -1.33 3.0 588.78 578.20 567.52 546.35-0.35 1.33 13.22 3.5 608.58 599.47 590.35 572.125.27 -5.03 -9.51 4.0 680.51 672.48 664.54 648.56-2.51 2.63 2.79 4.5 738.53 731.57 724.51 710.301.94 -1.88 -3.55 5.0 815.07 808.50 802.13 789.39-0.94 0.97 2.09 5.5 914.73 908.95 903.07 891.511.06 -1.06 -2.00 6.0 997.64 992.25 987.06 976.37-0.53 0.53 0.95 6.5 1062.86 1058.11 1053.06 1045.160.52 -0.51 -0.96 7.0 1128.08 1123.96 1119.06 1113.95
-34.09 44.22 -44.22 7.5 1185.75 1181.73 1177.42 1170.800.09 0.09 -0.09 8.0 1243.42 1239.50 1235.78 1227.65
-34.00 44.31 -44.31 8.5 1334.56 1334.56 1334.56 1334.569.0 1399.73 1399.73 1399.73 1399.73
9.5 1458.34 1458.34 1458.34 1458.34
10.0 1511.16 1511.16 1511.16 1511.16
-ve Outer R/c
+ve Inner R/c 1.5 455.70 487.402.0 500.98
Check:Hor Reaction at A -5.57 R2LHor Reaction at D 5.57 L2R
D (A)0.3458 0.6542
3.00 0.00-1.04 -1.96-0.52 -0.980.52 0.980.26 0.49-0.26 -0.49-0.13 -0.250.13 0.250.06 0.12-0.06 -0.121.96 -1.96 Sway of 4.24-0.09 0.09 Sway of -0.19
Haunch
200300350400450500 3.00550600
EUDL for Shear in KNL in m 200 300 400 600
0.5 350.74 287.53 243.53 186.491.0 492.35 460.50 428.65 365.051.5 540.57 519.40 498.13 455.702.0 564.68 548.80 532.83 500.982.5 648.76 623.28 597.80 546.843.0 752.93 731.67 710.50 667.973.5 827.32 809.19 790.96 754.604.0 883.18 867.30 851.42 819.674.5 941.78 924.92 908.75 878.085.0 1035.76 1016.65 998.82 959.425.5 1115.44 1097.99 1080.55 1045.866.0 1181.68 1165.81 1149.74 1117.986.5 1260.38 1243.28 1226.18 1192.077.0 1339.07 1320.75 1302.62 1266.167.5 1414.82 1397.68 1380.43 1348.298.0 1490.58 1474.61 1458.24 1430.418.5 1620.43 1620.43 1620.43 1620.439.0 1671.88 1671.88 1671.88 1671.88
9.5 1718.04 1718.04 1718.04 1718.04
10.0 1759.49 1759.49 1759.49 1759.49
2.0 500.98 519.322.5 546.84
ASK-RRB:Box Design calculations for DFC Loading: 6 m x 5 m
MaterialsGrade of concrete M 35 Select from Dropdown ListGrade of steel Fe 550 Select from Dropdown ListMax aggregate size,mm 20 Select from Dropdown List
30 Enter Value1018 Enter Value
Dimensions (Input)Clear span of box, m 6.00 mClear height of box, m 5.00 mBarrel Length of bridge 5.30 mBallast cushion 300 mmEarth cushion 1000 mmClear Cover top 50 mmClear Cover side 60 mmThickness of wearing coat 150 mm
Dimensions (Output) B G CThickness of top & Bottom slab 0.6Thickness of side walls 0.6Effective span 6.60Effective height 5.75
E E'Overall span of bridge 7.2Overall height of bridge 6.35Size of haunch 600Dispersion width 2.745+Bst cu+le/2 7.35
A F DDFC Loads
EUDL for bending moment fm table 1058.92 KN
EUDL for sheer from table 1299.01 KN
Coefficient of DA 0.15+8/(6+le) 0.785CDA with ballast+earth cushion 0.340 2.4.2.1 a & b
Case-IDead load of Box
Top slab 15Bottom slab 15Side walls 11.70Haunches 0.68
Superimposed dead load (SIDL)Rails & Sleepers 2.26Ballast & Earth 29.76
32.02Superimposed live load (SILL) (with CDA)
Soil Ø, DegreesSoil δ, DegreesSoil density, Kn/m³
Loads Kn/m²
For BM 40.57For Shear 49.77
Derailment LoadFor BM 6.09For Shear 7.47
BM Loads on top slab with load factorsTop slab 21.00Haunch 1.91SIDL 54.44SILL 81.14Derailment Load (DRL) 12.17
Total (W/0 SILL+DRL) 77.35Total (With SILL+DRL) 170.66
BM Loads on Bottom slab with load factorsSide walls 32.77Haunches 1.91
Total 34.68
Earth pressure
Ka= 0.3085Ka-rest= 0.5
Active earth pressure Ka restAt top 8.88 14.4At Bottom 40.81 66.15
Earth pressure due to live & dead load surcharge Base 3S, live t/m 162.50V, dead t/m 43.68
Surcharge pressureAt top 21.20 kn/m2At Bottom 12.00 kn/m2
Earth pressure (with load factors)At top 15.10 kn/m2At Bottom 69.38 kn/m2
Earth pressure & Surcharge Pressure (with load factors)At top 51.14 kn/m2At Bottom 89.78 kn/m2
Max pressure at bottom of foundation 220.34 Kn/m2 (Without water)Max pressure at bottom of foundation 269.39 Kn/m2 (With full water)
Ka =Cos2 (θ−α )
Cos2α Cos (α+δ )[1+√ Sin (θ+δ ) Sin (θ−ι )Cos (α+δ ) Cos (α−ι ) ]
2
Monents Summary Table
R/c Rod Case-I Case-II Case-III Design BM
Btm U R/c -506.26 -516.77 -335.76 -516.77
Top U R/c -403.91 -413.44 -232.43 -413.44
Btm I R/c 611.81 629.43 302.37 629.43
Top I R/c 525.32 543.91 216.86 543.91
Side O R/c -163.89 -234.30 -53.29 -234.30
Side I R/c 0.00 0.00 7.10 7.10
Reinforcement CalculationRDSO sym Position Moment Ast Req Dia req spacing Dia pro Ast pro
b Top slab mid span 543.91 2299.48 17.11 100 20 3142d Bottom slab mid span 629.43 2698.62 18.54 100 20 3142c Bottom U Rod 516.77 1261.86 17.93 200 20 1571
a1 Side outer 234.30 1200.00 17.48 200 20 1571a2 Top U-Rod 413.44 915.60 15.27 200 16 1005e Side inner 7.10 1200.00 17.48 200 20 1571
h2 Distribution side NA 720.00 11.73 150 12 754h1 Distribution top/btm NA 720.00 11.73 150 12 754f1 Top Haunch NA 1349.31 18.54 200 20 1571f2 Bottom Haunch NA 1349.31 18.54 200 20 1571
Total 13714.18 Total 16650
Sheer Reinforcement CalculationSheer-V v Pt s
Top Slab 517.90 0.97 0.59 0.58 0.98 0.57Btm Slab 611.54 1.14 0.59 0.50 0.98 0.50Side wall 238.88 0.45 0.30 0.46 1.04 0.48
Asv Req Dia Req spacing-L Spacing-W Dia Pro Ast Prog1 Sheer links-top slab 329.63 9.16 150 200 10 392.70g2 Sheer links-btm slab 435.29 10.53 150 200 12 565.49g3 Sheer links-side walls 166.18 6.51 150 200 8 251.33
Per sqm 6207.32 Per sqm 8063.42
Moment at
MA - 'Ve Tension outsideMB
MF + 'Ve Tension insideMG
ME
ME'
vc s x vc
Distribution FactorsJoint Member Relative stiff Sum D.FA AD 0.0327 0.0703 0.4656
AB 0.0376 0.5344
B BA 0.0376 0.0703 0.5344BC 0.0327 0.4656
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD
-204.78 183.49 -619.49 619.49 -183.49 204.78 -745.38 745.38
Moment Distribution-Case-I (D.L+L.L+E.P on box & both approaches)
(D) A B C D (A)DFs 0.4656 0.5344 0.5344 0.4656 0.4656 0.5344 0.5344 0.4656FEMs 745.38 -204.78 183.49 -619.49 619.49 -183.49 204.78 -745.38Balance -251.70 -288.91 233.01 203.00 -203.00 -233.01 288.91 251.70C.Over 125.85 116.50 -144.45 -101.50 101.50 144.45 -116.50 -125.85Balance -112.84 -129.52 131.44 114.51 -114.51 -131.44 129.52 112.84C.Over 56.42 65.72 -64.76 -57.26 57.26 64.76 -65.72 -56.42Balance -56.87 -65.27 65.21 56.81 -56.81 -65.21 65.27 56.87C.Over 28.43 32.60 -32.64 -28.40 28.40 32.64 -32.60 -28.43Balance -28.42 -32.62 32.62 28.42 -28.42 -32.62 32.62 28.42C.Over 14.21 16.31 -16.31 -14.21 14.21 16.31 -16.31 -14.21Balance -14.21 -16.31 16.31 14.21 -14.21 -16.31 16.31 14.21
506.26 -506.26 403.91 -403.91 403.91 -403.91 506.26 -506.26
1118.08 506.26 611.81
929.23 403.91 525.32
291.20 -455.09 -163.89 -ve Outer R/c
291.20 -455.09 -163.89 +ve Inner R/c
MF
MG
ME
ME'
a b c3 16 4 20 8 0 8 0.0154602 -478.5 1018552.43 16 4 20 10 1 10 0.0154602 -478.5 1178700.63 16 4 20 12 2 12 0.0154602 -478.5 979652.33 16 4 20 16 3 16 0.0156652 -478.5 444171.922 12 3 16 20 4 20 0.0154602 -478.5 769196.763 16 4 20 25 5 25 0.0156652 -478.5 13461.0651 10 2 12 32 6 321 10 2 12 40 7 40
20 25 30 35 401 0.15 1 0.31 0.31 0.36 0.37 0.392 0.25 2 0.37 0.4 0.42 0.44 0.47
3 0.50 3 0.47 0.5 0.53 0.56 0.59
4 1.00 4 0.59 0.63 0.67 0.7 0.745 2.00 5 0.74 0.8 0.85 0.89 0.936 3.00 6 0.85 0.91 0.97 1.01 1.06
3 0.50 0.56 0.580 8 1 10 4 1.00 0.701 10 2 12 3 0.50 0.56 0.500 8 1 10 4 1.00 0.70
2 0.25 0.44 0.463 0.50 0.56
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD
-204.78 183.49 -619.49 619.49 -101.43 131.33 -745.38 745.38
Moment Distribution-Case-II (D.L+E.P full & L.L only on box and one approach)
(D) A B C D (A)0.4656 0.5344 0.5344 0.4656 0.4656 0.5344 0.5344 0.4656745.38 -204.78 183.49 -619.49 619.49 -101.43 131.33 -745.38-251.70 -288.91 233.01 203.00 -241.20 -276.86 328.16 285.89142.95 116.50 -144.45 -120.60 101.50 164.08 -138.43 -125.85-120.80 -138.65 141.65 123.41 -123.65 -141.93 141.23 123.0561.52 70.82 -69.33 -61.82 61.70 70.62 -70.96 -60.40-61.62 -70.73 70.09 61.06 -61.61 -70.71 70.20 61.1630.58 35.04 -35.36 -30.80 30.53 35.10 -35.36 -30.81-30.55 -35.07 35.36 30.81 -30.56 -35.07 35.36 30.8115.40 17.68 -17.54 -15.28 15.40 17.68 -17.54 -15.28-15.40 -17.68 17.54 15.28 -15.40 -17.68 17.54 15.28
Non-Sway 515.76 -515.76 414.45 -414.45 356.20 -356.20 461.53 -461.53 Non-SwaySway 1.00 -1.00 -1.00 1.00 1.00 -1.00 -1.00 1.00 SwayFinal M 516.77 -516.77 413.44 -413.44 357.21 -357.21 460.53 -460.53 Final M
1118.08 488.65 629.43
929.23 385.33 543.91
291.20 -465.10 -173.91 -ve Outer R/c
174.57 -408.87 -234.30 +ve Inner R/c
Hor Reaction at A -15.35 R2L Check:Hor Reaction at D 15.96 L2R Final Hor Rcn at A -15.66 R2LValue of P preventing side sway 0.61 R2L Final Hor Rcn at D 15.66 L2R
Moment Distribution-Case-II (Sway Moments)
(D) A B C D (A) (D)0.4656 0.5344 0.5344 0.4656 0.4656 0.5344 0.5344 0.4656 0.4656
0.00 3.00 3.00 0.00 0.00 3.00 3.00 0.00 0.00-1.40 -1.60 -1.60 -1.40 -1.40 -1.60 -1.60 -1.40 -1.40-0.70 -0.80 -0.80 -0.70 -0.70 -0.80 -0.80 -0.70 -0.70
MF
MG
ME
ME'
0.70 0.80 0.80 0.70 0.70 0.80 0.80 0.70 0.700.35 0.40 0.40 0.35 0.35 0.40 0.40 0.35 0.35-0.35 -0.40 -0.40 -0.35 -0.35 -0.40 -0.40 -0.35 -0.35-0.17 -0.20 -0.20 -0.17 -0.17 -0.20 -0.20 -0.17 -0.170.17 0.20 0.20 0.17 0.17 0.20 0.20 0.17 0.170.09 0.10 0.10 0.09 0.09 0.10 0.10 0.09 0.09-0.09 -0.10 -0.10 -0.09 -0.09 -0.10 -0.10 -0.09 -0.09-1.40 1.40 1.40 -1.40 -1.40 1.40 1.40 -1.40 Sway of 0.85 -1.40-1.00 1.00 1.00 -1.00 -1.00 1.00 1.00 -1.00 Sway of 0.61 -1.00
Hor Reaction at A 0.42 L2R Hor Reaction at AHor Reaction at D 0.42 L2R Hor Reaction at DValue of P preventing side sway 0.85 R2L Value of P preventing side sway
Concrete Steel15 41520 50025 550303540
Fixed End MomentsMf AB Mf BA Mf BC Mf CB Mf CD Mf DC Mf DA Mf AD Appendix XXVI(a) above 8.0 m from A.XXVI
-204.78 183.49 -280.78 280.78 -101.43 131.33 -406.68 406.68 EUDL for BM in KNL in m 200
Moment Distribution-Case-III (D.L+E.P full & L.L only on one approach) 0.5 350.741.0 492.45
(D) A B C D (A) 1.5 540.570.4656 0.5344 0.5344 0.4656 0.4656 0.5344 0.5344 0.4656 2.0 564.68406.68 -204.78 183.49 -280.78 280.78 -101.43 131.33 -406.68 2.5 579.18-94.00 -107.90 52.00 45.30 -83.51 -95.85 147.15 128.20 3.0 588.7864.10 26.00 -53.95 -41.75 22.65 73.57 -47.92 -47.00 3.5 608.58-41.95 -48.15 51.14 44.56 -44.80 -51.42 50.73 44.20 4.0 680.5122.10 25.57 -24.07 -22.40 22.28 25.36 -25.71 -20.97 4.5 738.53-22.19 -25.48 24.84 21.64 -22.18 -25.46 24.95 21.74 5.0 815.0710.87 12.42 -12.74 -11.09 10.82 12.47 -12.73 -11.10 5.5 914.73-10.84 -12.44 12.73 11.09 -10.85 -12.45 12.73 11.09 6.0 997.645.55 6.37 -6.22 -5.42 5.55 6.37 -6.22 -5.42 6.5 1062.86-5.55 -6.37 6.22 5.42 -5.55 -6.37 6.22 5.42 7.0 1128.08
334.75 -334.75 233.44 -233.44 175.20 -175.20 280.52 -280.52 7.5 1185.751.00 -1.00 -1.00 1.00 1.00 -1.00 -1.00 1.00 8.0 1243.42
335.76 -335.76 232.43 -232.43 176.20 -176.20 279.52 -279.52 8.5 1334.569.0 1399.73
610.01 307.64 302.37 9.5 1458.34
421.17 204.32 216.86 10.0 1511.16
291.20 -284.10 7.10 -ve Outer R/c
174.57 -227.86 -53.29 +ve Inner R/c 6.5 1045.167.0 1113.95
Hor Reaction at A -15.35 R2L Check:Hor Reaction at D 15.96 L2R Hor Reaction at A -15.66 R2LValue of P preventing side sway 0.61 R2L Hor Reaction at D 15.66 L2R
Moment Distribution-Case-III (Sway Moments)
A B C D (A)0.5344 0.5344 0.4656 0.4656 0.5344 0.5344 0.4656
3.00 3.00 0.00 0.00 3.00 3.00 0.00-1.60 -1.60 -1.40 -1.40 -1.60 -1.60 -1.40-0.80 -0.80 -0.70 -0.70 -0.80 -0.80 -0.70
MF
MG
ME
ME'
0.80 0.80 0.70 0.70 0.80 0.80 0.700.40 0.40 0.35 0.35 0.40 0.40 0.35-0.40 -0.40 -0.35 -0.35 -0.40 -0.40 -0.35-0.20 -0.20 -0.17 -0.17 -0.20 -0.20 -0.170.20 0.20 0.17 0.17 0.20 0.20 0.170.10 0.10 0.09 0.09 0.10 0.10 0.09-0.10 -0.10 -0.09 -0.09 -0.10 -0.10 -0.091.40 1.40 -1.40 -1.40 1.40 1.40 -1.40 Sway of 0.851.00 1.00 -1.00 -1.00 1.00 1.00 -1.00 Sway of 0.61
Hor Reaction at A 0.42 L2RHor Reaction at D 0.42 L2RValue of P preventing side sway 0.85 R2L
max CS,CH Haunch
Agg size Rails 20010 52 3.0 300
12.5 60 3.5 35020 4.0 40025 4.5 45040 5.0 500 6.00
5.5 5506.0 600
Appendix XXVI(a) above 8.0 m from A.XXVIEUDL for Shear in KN
300 400 600 L in m 200 300 400 600287.43 243.53 186.49 0.5 350.74 287.53 243.53 186.49460.60 428.75 365.05 1.0 492.35 460.50 428.65 365.05519.40 498.13 455.70 1.5 540.57 519.40 498.13 455.70548.80 532.83 500.98 2.0 564.68 548.80 532.83 500.98566.44 553.70 528.22 2.5 648.76 623.28 597.80 546.84578.20 567.52 546.35 3.0 752.93 731.67 710.50 667.97599.47 590.35 572.12 3.5 827.32 809.19 790.96 754.60672.48 664.54 648.56 4.0 883.18 867.30 851.42 819.67731.57 724.51 710.30 4.5 941.78 924.92 908.75 878.08808.50 802.13 789.39 5.0 1035.76 1016.65 998.82 959.42908.95 903.07 891.51 5.5 1115.44 1097.99 1080.55 1045.86992.25 987.06 976.37 6.0 1181.68 1165.81 1149.74 1117.98
1058.11 1053.06 1045.16 6.5 1260.38 1243.28 1226.18 1192.071123.96 1119.06 1113.95 7.0 1339.07 1320.75 1302.62 1266.161181.73 1177.42 1170.80 7.5 1414.82 1397.68 1380.43 1348.291239.50 1235.78 1227.65 8.0 1490.58 1474.61 1458.24 1430.411334.56 1334.56 1334.56 8.5 1620.43 1620.43 1620.43 1620.431399.73 1399.73 1399.73 9.0 1671.88 1671.88 1671.88 1671.88
1458.34 1458.34 1458.34 9.5 1718.04 1718.04 1718.04 1718.04
1511.16 1511.16 1511.16 10.0 1759.49 1759.49 1759.49 1759.49
10.5 1799.49 1799.49 1799.49 1799.49
1058.92 7.0 1266.16 1299.017.5 1348.29