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Excel sheet for Box Girder sheet
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BOX GIRDER SUPER STRUCTURE
A3
A2
A1 A
T
B M
D
G P
C F
E
L
H
N
O
K
I J I Q S
INPUT DIMENSION (mm) (Designation as per above figure)
A = 430 G = 100 M = 300 S = 1800
B = 200 H = 250 N = 315 T = 350
C = 1800 I = 600 O = 150 A1 = 350
D = 400 J = 3000 P = 150 A2 = 330
E = 263.5 K = 200 Q = 430 A3 = 420
F = 315 L = 1700 R = 600
420
330 Clear Carriage way = 7500
350 430 0.065 m Wearing Coat
350
200 300
400
100 150
1800 315
263.5
1700
250
315
150
200
600 3000 600 430 1800
400 300
150
685.16
650
200
GEOMETRY OF END CROSS GIRDER
DATA :
1. C/C of span (mm) 25000
2. Effective Span (mm) = C/C Dist.-2 ( Width of End cross girder) 24200
3. C/C of web for outer box span (mm) = 3936.5
4. Clear Carriage way (mm) =15000
5. Overall width of decking (mm) = 16460
6. Concrete Grade M 30
7. Grade of Steel =415
8. Thickness of wearing coat ( in m) = 0.065
9. Permissible stresses in steel sst (kg / cm2) 2000
10. Permissible stresses in concrete scbc (kg / cm2) 101.94
11. Modular Ratio m 10
12. Density of parapet (t/m) 0.2
Notes: This box indicate INPUT parameter.
This indicate UDL load on span.
16460
OF FOUR LANE BRIDGE
7500 7500
CLEAR ROAD WAY CLEAR ROAD WAY
1931.8 3936.5 4723.5
c/c of web of Box girder 1800
1700 2200
Elastomeric Bearing
RCC Pedestel
RCC Pier Cap
2260 mm c/c of 2260 mm c/c of pedestel
pedestel (All Dimensions are in mm)
25000 25000 mm c/c of Pier
mm c/c of Pier
Elastomeric Bearing RCC Super Structure IN M 30RCC Pedestal
RCC Pier cap
RCC Pier
RCC Sub Structure
Foundation
GROUND LEVEL
R
600
25000
mm c/c of Pier
400 200
100
1700 2200
200
C/C of Pier C/C Of Bearing SECTIONAL ELEVATION 1-1
400 600 2400 9100 OF SYMMETRY
A B
263.5
685
315
1 1
3000 1843.0
c/c of 1630 OF BOX GIRDER
Sofit Box
8660
315 c/c of Box
685
263.5
25000 Overall Span c/c of Bearing
OF PIER OF bearing OF SYMMETRY
24200
A B Effective Span c/c of Bearing
PLAN AT SOFFIT LEVEL
JAYESH DRG-2 BG/DAX/DRG-Section
(2) DESIGN OF CANTILEVER DECK SLAB
430 Wearing Coat (m.)
0.065 X
350 KERB
200
400
1800
X
2.1 DEAD LOAD BENDING MOMENT
Dead Load bending moment @ XX,
(1) DL due to parapet = 0.2 1.8 0.43 0.317 t.m.
2
(2) Parapet kerb = {A*A1 * 2.40 * (C-A/2)}
0.43 0.35 2.4 1.8 0.43 0.573 t.m.
2
(3) Wearing coat = { (C-A) * Thk. Of wearing coat* (C-A/2)}
1.8 0.43 0.065 2.4 1.8 0.43 0.146 t.m.
2
(4) Self weight of slab
(a) {(C*B*C/2)*2.40}
1.8 0.2 1.8 2.4 0.778 t.m.
2
(b) {1/2*C*(D-B)*(C/3)*2.40}
1 1.8 0.4 0.2 1.8 2.4 0.259 t.m.
2 3
TOTAL DEAD LOAD BENDING MOMENT 2.073 t.m.
2.2 LIVE LOAD BENDING MOMENT
2.2.1 CLASS A Vehicle
0.43 Minimum Clarance (IRC - 6:2000)
Ground contect Area
0.15 0.5
0.97
1.8
Effective Dispersion width = 1.2 a + b1 (Cl. 305.16.2, IRC-21:2000)
a = (C-A) - 0.15 - 0.50/2 = 0.97 m.
b1 = 0.25 + 2 (Thk. Of Wearing coat) = 0.38 m.
Effective Dispersion width bf =1.2 a + b1
1.2 0.97 0.38 1.544 m.
LIVE LOAD BENDING MOMENT = (Axle load/2) * a * Impact Factor
For Class A Axle load 11.40 t
Impact factor 50% for cantilever slab as per Fig. 5 Cl. 211.2, IRC-6:2000
LIVE LOAD BENDING MOMENT = (11.40/2) * a * 1.50
11.4 0.97 1.5 8.2935 t.m.
2
2.2.2 CLASS AA Traked Vehicle
0.43 Minimum Clarance in m.(IRC - 6:2000) Ground contect Area
Kerb 1.2 0.85
1.63 0.17
1.8
As c.g. of loads lying outside, No calculation of B.M. is reqd.
Hence class A governs the design.
Effective Dispersion width (Cl. 305.16.3, IRC-21:2000)
= 0.50(Wheel contact Area) + 2*(Slab thk. + W.C.)
Distance between edge to center of load = 0.43 0.4 0.5 0.83 m.
2
So, Slab Thk. @ Load center = 0.2 0.4 0.2 0.83 0.292 m.
1.8
Effective Dispersion width = 0.50 + 2 ( Slab thk. + W.C.)
0.50 2 0.292 0.065 1.214 m.
LIVE LOAD BENDING MOMENT / m. Width = 8.294 4.423 t.m/m
1.544 1.214
When vehicals travels near expansion gap, Eff. Width available across the span.
Effective width available across the span,
beff. = ( 1.2 x a)/2 + (0.25+W)
1.2 0.97 0.25 0.065 0.897 m.
2
LIVE LOAD BENDING MOMENT near expan. gap = 8.294 7.613 t.m/m
0.897 1.214
(3) SERVICES
Service load = 0.2 t/m (Assumed)
So, B.M. = 0.20 * (Width of Cantilever - Half width of kerb)
B.M. 0.20 1.8 0.43 0.317 t.m/m
2
TOTAL BENDING MOMENT (D.L. + L.L. + Services) = 2.073 4.423 0.317
(L.L.B.M./m. width taken) 6.813 t.m.
For M25 Concrete, m = 10
K = 0.338
j = 1- K/3 = 0.887
Q = 1/2 * scbc * k* j = 15.272
d reqd. = 21.121 cm. {d reqd. = ( Total BM / (Q*100)) }
d prov. = 36.2 cm d Prov. = 400 30(cover) - 16/2(half Dia.)
362 mm
d reqd. < d prov.
Hence OK...
Ast Reqd. = 10.60 cm2
Provide 12 mm dia @ 280 mm c/c
16 mm dia @ 280 mm c/c
Ast Provided = 11.22 cm2
In Cantilever projection of Box slab. OK….
For End 1 m. near EXPANSION GAP.
TOTAL BENDING MOMENT (D.L. + L.L. + Services) = 10.003 t.m.
(L.L.B.M. taken at Expansion gap)
d reqd. = 25.593 cm. {d reqd. = Sqrt( Total BM / (Q*100)) }
d prov. = 36.2 cm d Prov. = 400 - 30(cover) - 16/2(half Dia.) = 362 mm
d reqd. < d prov.
Hence OK...
Ast Reqd. = 15.57 cm2
Provide 12 mm dia @ 280 mm c/c
25 mm dia @ 280 mm c/c
Ast Provided = 21.57 cm2
In Cantilever projection of Box slab. OK….
DISTRIBUTION STEEL
B.M. = 0.2 DLBM + 0.3 LLBM (Cl.305.18.2, IRC : 21-2000)
Dead Load BM = DL + Service = 2.390
Live Load BM = 4.423
B.M. = 0.2 2.390 0.3 4.423
B.M. = 1.805 t.m.
Ast (Dist.) = 2.809 cm2
Ast Minimum = 3.6 cm2
( 12% of gross area)
Ast Reqd. = 3.60 cm2
Provide 10 mm dia @ 150 mm c/c About top & bottom
Ast Provided = 5.24 cm2
OK….
Provide 10 mm dia @ 140 mm c/c About bottom in span direction.
Ast Provided = 5.61 cm2
(in Cantilever portion) OK….
Ground contect Area
MAIN STEEL :Throughout Throughout
12 mm Tor 16 mm Tor 20 mm Tor 12
280 mm c/c 280 mm c/c 280 mm c/c 280
10 mm Tor
140 mm c/c 12 mm Tor 16 mm Tor 12
280 mm c/c 280 mm c/c 280
Throughout
DISTRIBUTION STEEEL :
10 mm Tor 10 mm Tor
150 mm c/c 150 mm c/c
10 mm Tor 8 mm Tor 8 mm Tor
150 mm c/c at bottom 150 mm c/c 150 mm c/c
215 2185 3000 1030
JAYESH Steel Details
16460
OF FOUR LANE BRIDGE
600 7500
CLEAR ROAD WAY
6 25
0 20
A mm tor At Top.
6 25
300 0 20
mm tor At Top.
16 mm Tor 16 mm Tor
2 Legged Stirps 2 Legged Stirrups
180 mm c/c. 180 mm c/c. 16 mm Tor
2 Legged Stirrups
16 Tor 1900 180 mm c/c.
180 mm c/c on both faces.
16 Tor
180 mm c/c on both faces.
0 20
6 25
1800 430 600 A 3000 600 1800
6 25 400 mm tor At bottom.
0 20 16 mm Tor
mm tor At bottom. 2 Legged Stirrups SECTION - AA
180 mm c/c.
CROSS SECTION AT END DIAPHARM
JAYESH ED-1 C/S Of End Diapharm
mm tor At Top.
mm c/c on both faces.
JAYESH ED-1 C/S Of End Diapharm
LONGITUDINAL GIRDER
( 4 ) LIVE LOAD BENDING MOMENT
4.1 Max moment at mid span.
( i ) Class AA Tracked Vehicle
70 Tonne Total Load
70/3.6 = 19.444 t/m.
3.6
12.1
0.4 24.2 0.4
Mid span moment = 391.63 t.m.
Give value of impact factor = I. F. = 1.1 (cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 516.9516 t.m.
( ii ) Class 70R wheeled Vehicle
17 17 17 17 12 12 8
6.6412 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 4.1588
A E B
12.1
0.4 24.2 0.4
RA RB
c.g. of load from right of first load = 5.1238 m.
Coincide distance = 5.4588 m.
Moment @ E = 441.49 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 625.15 t.m.
( iii ) Class A Train (Two Lanes)
2.7 2.7 11.4 11.4 6.8 6.8 6.8 '6.8
2.66 . 1.10 . 3.20 . 1.20. . 4.3 . 3.0 .3.0 3 2.74
A E B
12.1
0.4 24.2 0.4
c.g. of load from right of first load = 9.09 m.
Coincide distance = 9.44 m.
Distance from A = 2.66 m.
Moment @ E = 193.28 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 547.37 t.m.
4.2 Max moment at quarter span.
( i ) Class AA Tracked Vehicle
Quarter of load distance
(i.e. 1/4 X 3.6 m) = 0.9 70 T
3.6
6.05
0.4 24.2 0.4
Mid span moment = 293.67 t.m.
Give value of impact factor = I. F. = 1.1 ( cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 387.6444 t.m.
( ii ) Class 70R wheeled Vehicle
17 17 17 17 12 12 8
4.68 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 6.1200
A E B
6.05
0.4 24.2 0.4
c.g. of load from right of first load = 5.1238 m.
Coincide distance = 5.4588 m.
Moment @ E = 336.37 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 476.30 t.m.
( iii ) Class A Train (Two Lanes)
1.75 2.7 2.7 11.4 11.4 6.8 6.8 6.8 '6.8
1.1 3.2 1.20. 4.3 3.0 . .3.0 3.0 3.65
A E B
6.05
0.4 24.2 0.4
23.1
Moment @ E = 164.65 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 466.2888 t.m.
4.3 Max moment at 3 m from left of span.
( i ) Class AA Tracked Vehicle
70 T
3.6
3
0.4 24.2 0.4
Mid span moment = 162.80 t.m.
Give value of impact factor = I. F. = 1.1 (cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 214.90 t.m.
( ii ) Class 70R wheeled Vehicle
17 17 17 17 12 12 8
3 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 7.8000
A E B
3
0.4 24.2 0.4
c.g. of load from right of first load = 5.1238 m.
Moment @ E = 190.91 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 270.33 t.m.
( iii ) Class A Train (Two Lanes)
11.4 11.4 6.8 6.8 6.8 6.8
1.2 4.3 3.0 . 3.0 . .3.0 9.5
A E B
3 21.2
0.4 24.2 0.4
Moment @ E = 90.17 t.m.
Give value of impact factor = I. F. = 1.18 (From fig. 5 cl.211.3(b), IRC:6-2000)
Give value of Reaction factor = R. F. = 1.2
Moment With I.F. and R.F. = 255.3614 t.m.
RECAPITULATION OF LIVE LOAD BENDING MOMENTS
Load Discription BENDING MOMENT (in tm)
.@ Mid @ @
Span Quarter Beginning of
Span Widening.
Live load
Class AA 516.95 387.64 214.90
Class 70R 625.15 476.30 270.33
Class A 547.37 466.29 255.36
DESIGN BM 625.150 476.30 270.33
Beginning of Widening of section from support (m) = 3
Dead Load Bending Moment
Super Imposed Dead Load (SIDL) of Super Structure
Wearing Coat ( t ) =Ht.X Clear carriage way X Density= 2.34 t/m.
Parapet ( t ) = 0.2 t/m = 0.4 t/m.
Kerb = Area X Density = 0.3612 t/m.
Services = 0.1 t/m = 0.2 t/m.
Total SIDL = 3.3012 t/m.
3.3012 t/m.
A C D E B
3.00
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 41.265 t
Bending Moment at mid span (E) = 241.4003 t.m.
Bending Moment at quarter span (D) = 180.9842 t.m.
Bending Moment at Widening (C) = 104.7141 t.m.
Dead Load Bending Moment due to self wt. of Super Structure
C/S Area of box at mid span = 8.069 m2
u d l = 19.37 t/m.
19.37 t/m.
A C D E B
3.00
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 242.07 t
Bending Moment at mid span (E) = 1416.11 t.m.
Bending Moment at quarter span (D) = 1061.695 t.m.
Bending Moment at Widening (C) = 614.2768 t.m.
Dead Load Bending Moment due to widening
C/S Area of box at End span = 10.86 m2
C/S Area of box at mid span = 8.069 m2
Difference of C/S Area = 2.791 m2
Wt./R.m.(A X Density) = 6.6984 t/m.
Total Length of END Beam = 1 m.
Length of Taperd Section of Beam = 2.4 m.
6.6984 t/m. 6.6984
A C D E B
0.6 2.4
3.0
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 14.74 t
Bending Moment at mid span (E) = 11.92315 t.m.
Bending Moment at quarter span (D) = 11.92315 t.m.
Bending Moment at Widening (C) = 11.92315 t.m.
Total Reaction @ A & B ( i.e. Total DL due to half Span ) = 298.07 t
Total DL of Super Structure = 597 t
NOTE : Put All Geometry in STAAD Analysis and Varify above data.
Summary of DLBM
Sr .No. LOAD
At MID
Span (E)
't.m'
At
Quarter
Span (D)
't.m'
At
Widening
(C) 't.m'
1 SIDL 241.4003 180.9842 104.7141
2 Self Wt.of Box (Running Section) 1416.11 1061.695 614.2768
3 Widning (Self Weight) 11.92315 11.92315 11.92315
TOTAL DLBM = 1669.433 1254.602 730.914
SHEAR FORCE
Give Value of No. of GIRDER 4
Due To Dead Load
Due To SIDL
Super Imposed Dead Load (SIDL) of Super Structure
Wearing Coat ( t ) =Ht.X Clear carriage way X Density= 2.34 t/m.
Parapet ( t ) = 0.2 t/m = 0.4 t/m.
Kerb = Area X Density = 0.3612 t/m.
Services = 0.1 t/m = 0.2 t/m.
Total SIDL = 3.3012 t/m.
3.3012 t/m.
Y X
A C D E B
3.00
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 41.265 t
Section Y = Distance from support to edge of END BEAM 0.6
Section X = Distance from support to centre of WIDENING 1.8
Section C = Distance from support to Starting of WIDENING 3.00
Section D = Distance from support to Quarter Span 6.05
Shear Force,
.@ A 41.265 3.3012 0.4 39.945 t
.@ Y 39.945 3.3012 0.6 37.964 t
.@ X 39.945 3.3012 1.8 34.002 t
.@ C 39.945 3.3012 3.0 30.041 t
.@ D 39.945 3.3012 6.05 19.972 t
Dead Load Shear Force due to self wt. of Super Structure
19.37 t/m.
Y X
A C D E B
3.00
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 242.07 t
Shear Force,
.@ A 242.07 19.37 0.4 234.324 t
.@ Y 234.324 19.37 0.6 222.704 t
.@ X 234.324 19.37 1.8 199.466 t
.@ C 234.324 19.37 3.00 176.227 t
.@ D 234.324 19.37 6.05 117.162 t
Dead Load Shear Force due to widening
6.698 t/m. 6.698 t/m.
Y X
A C D E B
0.6 2.4
3.0
0.4 6.05
12.1
24.2
12.5
25
Reaction at A & B = 14.74 t
Shear Force,
.@ A 14.74 6.70 0.4 12.057 t
.@ Y 12.057 6.70 0.6 8.038 t
.@ X 8.038 5.02 1.2 2.010 t
.@ C 8.038 3.35 2.4 0.000 t
.@ D 0.000 0.00 6.05 0.000 t
Total Reaction @ A & B ( i.e. Total DL due to half Span ) = 298.07 t
Total DL of Super Structure = 597 t
NOTE : Put All Geometry in STAAD Analysis and Varify above data.
Summary of DLSF
Sr .No. LOAD
Section A
( t )
Section Y
( t )
Section X
( t )
1 SIDL 39.94 37.96 34.00
2 Self Wt.of Box (Running Section) 234.32 222.70 199.47
3 Widning (Self Weight) 12.06 8.04 2.01
TOTAL DLSF ( t ) = 286.33 268.71 235.48
Due To Live Load
FOR Twin Box Take R.F. = 1.2
AT Support Section
( A ) Class A Two Lane Vehicle
11.4 11.4 6.8 6.8 6.8 '6.8
. 1.20. . 4.3 . 3.0 .3.0 3 9.7
B
24.2
RA = 11.4 24.2 23 6.8 18.7 15.7 12.7
24.2
38.20 t
S.F.@support with R.F. & I.F. (For Two Lane)
38.20 1.18 1.2 2
108.168 t
( B ) Class AA Traked Vehicle
70 t
A B
3.60
24.2
RA = 70 22.4
24.2
64.79 t
S.F.@support with R.F. & I.F. (For Two Lane)
64.79 1.1 1.2
85.527 t
( C ) Class 70R Wheeled Vehicle
17 17 17 17 12 12 8
. 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 10.800
B
24.2
RA RB
RA = 17 24.2 22.83 19.78 18.41 12 16.28
8 10.8
24.2
78.83 t
S.F.@support with R.F. & I.F. (For Two Lane)
78.83 1.18 1.2
111.619 t
RECAPITULATION OF LIVE LOAD SHEAR FORCE At SUPPORT
Sr. No. LOADING S.F. ( t )
1 Class A ( 2 lane) 108.168
2 Class AA Traked 85.527
3 70R wheeled Vehicle 111.619
AT Section - ' Y ' ( 0.6 ) m. From support
( A ) Class A Two Lane Vehicle
11.4 11.4 6.8 6.8 6.8 '6.8
0.6 . 1.20. . 4.3 . 3.0 .3.0 3 9.1
B
24.2
RA = 11.4 23.6 22.4 6.8 18.1 15.1 12.1
24.2
36.96 t
S.F.@support with R.F. & I.F. (For Two Lane)
36.96 1.18 1.2 2
104.658 t
( B ) Class AA Traked Vehicle
70 t
0.6
A B
3.60
24.2
RA = 70 21.8
24.2
63.06 t
S.F.@support with R.F. & I.F. (For Two Lane)
63.06 1.1 1.2
83.236 t
( C ) Class 70R Wheeled Vehicle
17 17 17 17 12 12 8
0.60 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 10.200
B
24.2
RA RB
RA = 17 23.60 22.23 19.18 17.81 12 15.68
8 10.20
24.2
76.35 t
S.F.@support with R.F. & I.F. (For Two Lane)
76.35 1.18 1.2
108.109 t
RECAPITULATION OF LLSF At 0.6 m.From Support.
Sr. No. LOADING S.F. ( t )
1 Class A ( 2 lane) 104.658
2 Class AA Traked 83.236
3 70R wheeled Vehicle 108.109
AT Section - ' X ' ( 1.8 ) m. From support
( A ) Class A Two Lane Vehicle
11.4 11.4 6.8 6.8 6.8 '6.8
1.8 . 1.20. . 4.3 . 3.0 .3.0 3 7.9
B
24.2
RA = 11.4 22.4 21.2 6.8 16.9 13.9 10.9
24.2
34.48 t
S.F.@support with R.F. & I.F. (For Two Lane)
34.48 1.18 1.2 2
97.636 t
( B ) Class AA Traked Vehicle
70 t
1.8
A B
3.60
24.2
RA = 70 20.6
24.2
59.59 t
S.F.@support with R.F. & I.F. (For Two Lane)
59.59 1.1 1.2
78.655 t
( C ) Class 70R Wheeled Vehicle
17 17 17 17 12 12 8
1.80 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 9.000
B
24.2
RA RB
RA = 17 22.40 21.03 17.98 16.61 12 14.48
8 9.00
24.2
71.39 t
S.F.@support with R.F. & I.F. (For Two Lane)
71.39 1.18 1.2
101.087 t
RECAPITULATION OF LLSF At 1.8 m.From Support.
Sr. No. LOADING S.F. ( t )
1 Class A ( 2 lane) 97.636
2 Class AA Traked 78.655
3 70R wheeled Vehicle 101.087
AT Section - ' C ' ( 3.00 ) m. From support
( A ) Class A Two Lane Vehicle
11.4 11.4 6.8 6.8 6.8 '6.8
3.00 . 1.20. . 4.3 . 3.0 .3.0 3 6.7
B
24.2
RA = 11.4 21.2 20 6.8 15.7 12.7 9.7
24.2
32.00 t
S.F.@support with R.F. & I.F. (For Two Lane)
32.00 1.18 1.2 2
90.615 t
( B ) Class AA Traked Vehicle
70 t
3.0
A B
3.60
24.2
RA = 70 19.4
24.2
56.12 t
S.F.@support with R.F. & I.F. (For Two Lane)
56.12 1.1 1.2
74.073 t
( C ) Class 70R Wheeled Vehicle
17 17 17 17 12 12 8
3.00 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 7.800
B
24.2
RA RB
RA = 17 21.20 19.83 16.78 15.41 12 13.28
8 7.80
24.2
66.43 t
S.F.@support with R.F. & I.F. (For Two Lane)
66.43 1.18 1.2
94.066 t
RECAPITULATION OF LLSF At 3 m.From Support.
Sr. No. LOADING S.F. ( t )
1 Class A ( 2 lane) 90.615
2 Class AA Traked 74.073
3 70R wheeled Vehicle 94.066
AT Section - ' D ' ( 6.05 ) m. From support
( A ) Class A Two Lane Vehicle
11.4 11.4 6.8 6.8 6.8 '6.8
6.05 . 1.20. . 4.3 . 3.0 .3.0 3 3.65
B
24.2
RA = 11.4 18.15 16.95 6.8 12.65 9.65 6.65
24.2
25.70 t
S.F.@support with R.F. & I.F. (For Two Lane)
25.70 1.18 1.2 2
72.768 t
( B ) Class AA Traked Vehicle
70 t
6.1
A B
3.60
24.2
RA = 70 16.35
24.2
47.29 t
S.F.@support with R.F. & I.F. (For Two Lane)
47.29 1.1 1.2
62.427 t
( C ) Class 70R Wheeled Vehicle
17 17 17 17 12 12 8
6.05 . 1.37 . 3.05 . 1.37 . 2.13 . 1.52 . 3.96 4.750
B
24.2
RA RB
RA = 17 18.15 16.78 13.73 12.36 12 10.23
8 4.75
24.2
53.83 t
S.F.@support with R.F. & I.F. (For Two Lane)
53.83 1.18 1.2
76.219 t
RECAPITULATION OF LLSF At 6.05 m.From Support.
Sr. No. LOADING S.F. ( t )
1 Class A ( 2 lane) 72.768
2 Class AA Traked 62.427
3 70R wheeled Vehicle 76.219
RECAPITULATION OF DL & LL SHEAR @ VARIOUS SECTION
Sr. No. S.F. Due To Shear Force At Section in Tonne
Support Sect - Y Sect - X Sect - C Sect - D
1 DL + SIDL 286.33 268.71 235.48 206.27 137.13
2 LIVE LOAD 111.619 108.109 101.087 94.066 76.219
DESIGN S.F.( t ) 397.94 376.81 336.56 300.33 213.35
CHECK FOR SHEAR STRESS & REINFORCEMENT CALCULATION
At Support Section :
MAX. Shear force = 397.94 t
SF / Girder = 397.94 99.49 t
4
Shear Stress = 99.49 1000
65 220
6.96 Kg / Cm2
< 21.582 Kg / Cm2
OK….
Providing 12 mm dia. 4 legged stirrups,
Spacing ' S ' = 196.672 mm
Provide 12 mm dia. 4 legged stirrups, @ 180 mm C/C.
Shear Force Taken = 108.70 > 99.49 Hence OK….
At Section ' Y ':
MAX. Shear force = 376.81 t
SF / Girder = 376.81 94.20 t
4
Shear Stress = 94.20 1000
65 220
6.59 Kg / Cm2
< 21.582 Kg / Cm2
OK….
Providing 12 mm dia. 4 legged stirrups,
Spacing ' S ' = 207.700 mm
Provide 12 mm dia. 4 legged stirrups, @ 180 mm C/C.
Shear Force Taken = 108.70 > 94.20 Hence OK….
At Section ' X ':
MAX. Shear force = 336.56 t
SF / Girder = 336.56 84.14 t
4
Shear Stress = 84.14 1000
45 220
8.50 Kg / Cm2
< 21.582 Kg / Cm2
OK….
Providing 16 mm dia. 2 legged stirrups,
Spacing ' S ' = 206.701 mm
Provide 16 mm dia. 2 legged stirrups, @ 180 mm C/C.
Shear Force Taken = 96.62 > 84.14 Hence OK….
At Section ' C ' :
MAX. Shear force = 300.33 t
SF / Girder = 300.33 75.08 t
4
Shear Stress = 75.08 1000
25 220
13.65 Kg / Cm2
< 21.582 Kg / Cm2
OK….
Providing 16 mm dia. 2 legged stirrups,
Spacing ' S ' = 231.637 mm
Provide 16 mm dia. 2 legged stirrups, @ 180 mm C/C.
Shear Force Taken = 96.62 > 75.08 Hence OK….
At Section ' D ' :
MAX. Shear force = 213.35 t
SF / Girder = 213.35 53.34 t
4
Shear Stress = 53.34 1000
25 220
9.70 Kg / Cm2
< 21.582 Kg / Cm2
OK….
Providing 16 mm dia. 2 legged stirrups,
Spacing ' S ' = 326.071 mm
Provide 16 mm dia. 2 legged stirrups, @ 200 mm C/C.
Shear Force Taken = 86.96 > 53.34 Hence OK….
SHEAR REIFOREMENT DETAILS:
{ 1 } { 2 } { 3 } { 4 } { 5 }
Y X C D
0.4 0.6 1.8
2.4
3.00
6.05
Portion Dia. Legged C/C Dist.
(No.) (mm) (No.) (mm)
1 12 4 180
2 12 4 180
3 16 2 180
4 16 2 180
5 16 2 200
m.
m.
m.
m.
Section C
( t )
Section D
( t )
30.04 19.97
176.23 117.16
0.00 0.00
206.27 137.13
9.7
14.76
9.1
14.16
7.9
12.96
6.7
11.76
3.65
8.71
5.0 Reiforcement calculations and checking stresses at various section.
5.1 AT MID SPAN
Dead Load B.M. = 1669.43 t.m. for twin box (D.L. + S.I.D.L.)
Design B.M. = 1459.87 t.m. per box.
(All Dimensions are in mm.)
250 315
79.057
150
237.2 a = 25.46
270.9431
200
146.9
90.31 461.86 420
881.86
q = 71.565051
X = 237.17082 mm
Y = 79.056942 mm
Z = 270.94306 mm
X1 = 90.314353 mm
T = 146.85647 mm
T1 = 461.85647 mm
a = 25.463345
a = 420 mm
Provide 48 Nos. of 32 Tor in 3 rows
Ast = 385.991 cm2
Provide Clear Cover = 30 mm
Provide dia. Of Stirups = 12 mm
Provide no. Of bar in 1st Row = 18 no.
Provide no. Of bar in 2nd
Row = 16 no.
Provide no. Of bar in 3rd
Row = 14 no.
Total = 48 OK…….
Provision of No. of BAR in First Row
Rein. Spacing (Betwn. In to In ) = 50 mm
Clear Side Cover = 40 mm
Diameter of stirrups = 12 mm
Diameter of Main Bar = 32 mm
NO. OF BAR in First raw = 9
Total Distance,
9 32 8 50 2 12 2 40
792 mm < 881.86 mm
OK….
Distance between end of Soffit to centre of 1st row = 58 mm
Distance between centre of 1st row to centre of 2
nd row = 64 mm
Distance between centre of 2nd
row to centre of 3rd
row = 64 mm
c.g. of steel from bottom of girder, = 11.67 cm
d eff. = 208.33 cm
180 420 223
20 30
20
31.5 n
[2] 10 [1] [5] 43 15 [3]
[4]
25
[6]
[7]
(All Dimensions are in cm.)
Portion Length Depth c.g. from REMARK NO. AREA
cm cm Top (cm) cm2
X n
[1] 420 30 15 Rectangle 1 12600 189000
[2] 180 20 10 Rectangle 1 3600 36000
[3] 223 30 15 Rectangle 1 6690 100350
[4] 180 20 26.67 Triangle 1 1800 48000
[5] 31.5 10 33.33 Triangle 2 315.00 10500
[6] 43 15 35 Triangle 1 322.5 11287.5
[7] 25 30 2 -1500 22500
Due to Reinforcement 3859.907 804147.2
Sum = 27687.41 1176785
1107.50 47071.39
n2 + 1107.496 n - 47071.39 .= 0 4.553E-08
Don't Delete this cell, it is useful for operation of Goal Seek…
N.A. from Top of girder = 40.9857 cm For finding out Value of n.
M.I. Of section @ N.A.,
180
20
40.99 40 n20
-0.99
20.99
(All Dimensions are in cm.)
Portion Length Depth c.g. from REMARK M.I. AREA M.I. +
cm cm Top (cm) cm4
cm2
h2
(A x h2)
[1] 420 30 15 Rectangle 945000 12600 675.2588 9453261.2
[2] 180 20 10 Rectangle 120000 3600 960.1163 3576418.5
[3] 223 30 15 Rectangle 501750 6690 675.2588 5019231.5
[4] 85.56416 20.98574 Eq. Rectn. 65899.73 1795.627 220.2007 461298.14
180 20 26.67 Triangle 40000 1800 205.0359 409064.69
Due to Reinforcement = 108097517
M.I. Of section @ N.A., = 126555493 cm4
Section Modulus at Compression, Zc = 3087793 cm3
Section Modulus at Tension, Zt = 756243.3 cm3
Stresses in Concrete = 47.27863 kg/cm2
< 101.94 kg/cm2
OK…….
Stresses in Steel = 1930.419 kg/cm2
< 2000 kg/cm2
OK…….
47.28
40.99 Stress in Outer layer, 167.35 + 5.87 1930.41882
167.35
= 1998.093 kg/cm2
214.2 < 2000 kg/cm2
OK…….
167.35
1930.42
5.87
(All Dimensions are in cm.)
5.2 AT QUARTER SPAN
Dead Load B.M. = 1254.602 t.m. for twin box (D.L. + S.I.D.L.)
Design B.M. = 1103.601 t.m. per box.
(All Dimensions are in mm.)
250 315
237.17
79.057
150
a = 25.46
270.9431
200
146.9
90.31 461.86 420
881.86
q = 71.565051
X = 237.17082 mm
Y = 79.056942 mm
Z = 270.94306 mm
X1 = 90.314353 mm
T = 146.85647 mm
T1 = 461.85647 mm
a = 25.463345
a = 420 mm
Provide 38 Nos. of 32 Tor in 3 rows
Ast = 305.576 cm2
Provide Cover = 30 mm
Provide dia. Of Stirups = 12 mm
Provide no. Of bar in 1st Row = 18 no.
Provide no. Of bar in 2nd
Row = 16 no.
Provide no. Of bar in 3rd
Row = 4 no.
Total = 38 OK…….
Distance between end of beam to centre of 1st row = 58 mm
Distance between centre of 1st row to centre of 2
nd row = 64 mm
Distance between centre of 2nd
row to centre of 3rd
row = 64 mm
c.g. of steel from bottom of box, = 9.84 cm
d eff. = 210.16 cm
180 420 223
20 30 n
(All Dimensions are in cm.)
420 x n x n/2 + 223 x n x n/2 + 180 x n x n/2 + .= 10 x 305.576 x ( 210.16 .-n )
411.5 n2
+ 3055.7594 n - 642192 .= 0
N.A. from Top of girder = 35.97 cm -1.28E-09
Don't Delete this cell, it is useful for operation of Goal Seek…
M.I. Of the section @ N.A., For finding out Value of n.
2
420 x 30.0 ^3 + 420 30 35.966 -15 .= 6483482
12
2
223 x 30.0 ^3 + 223 30 35.966 -15 .= 9155494
12
2
180 x 20 ^3 + 180 20 35.966 -10 .= 1560000
12
2
36.31 x 15.97 ^3 + 36.31 15.97 15.97 .= 49255
12 2
2
143.69 x 15.97 ^3 + 1/2 143.69 15.97 15.97 x 2 .= 146197
36 3
2
10 x 305.576 x 210.16 -35.96574 .= 92720625.3
M.I. Of the section @ N.A., = 110115054
cm4
Section Modulus at Compression, Zc = 3061665 cm3
Section Modulus at Tension, Zt = 632147 cm3
Stresses in Concrete = 36.04577 kg/cm2
< 101.94 kg/cm2
OK…….
Stresses in Steel = 1745.798 kg/cm2
< 2000 kg/cm2
OK…….
36.05
35.97
Stress in Outer layer, 174.19 + 4.04 1745.79797
174.19
174.19 214.2
= 1786.309 kg/cm2
< 2000 kg/cm2
OK…….
1745.80 4.04
5.3 AT BEGINNING OF WIDENING SECTION
Dead Load B.M. = 730.914 t.m. for twin box (D.L. + S.I.D.L.)
Design B.M. = 635.7856 t.m. per box.
(All Dimensions are in mm.)
250 315
237.17
79.057
150
a = 25.46
270.9431
200
146.9
90.31 461.86 420
881.86
q = 71.565051
X = 237.17082 mm
Y = 79.056942 mm
Z = 270.94306 mm
X1 = 90.314353 mm
T = 146.85647 mm
T1 = 461.85647 mm
a = 25.463345
a = 420 mm
Provide 26 Nos. of 32 Tor in 3 rows
Ast = 209.078 cm2
Provide Cover = 30 mm
Provide dia. Of Stirups = 12 mm
Provide no. Of bar in 1st Row = 14 no.
Provide no. Of bar in 2nd
Row = 12 no.
Provide no. Of bar in 3rd
Row = 0 no.
Total = 26 OK…….
Distance between end of beam to centre of 1st row = 58 mm
Distance between centre of 1st row to centre of 2
nd row = 64 mm
Distance between centre of 2nd
row to centre of 3rd
row = 64 mm
c.g. of steel from bottom of box, = 8.75 cm
d eff. = 211.25 cm
180 420 223
20 30 n
(All Dimensions are in cm.)
420 x n x n/2 + 223 x n x n/2 + 180 x n x n/2 + .= 10 x 209.078 x ( 211.25 .-n )
411.5 n2
+ 2090.7827 n - 441669.8 .= 0
N.A. from Top of girder = 30.3194 cm 0.0006016
Don't Delete this cell, it is useful for operation of Goal Seek…
M.I. Of the section @ N.A., For finding out Value of n.
2
420 x 30 ^3 + 420 30 30.319 -15 .= 3902026.68
12
2
223 x 30 ^3 + 223 30 30.319 -15 .= 2071790.35
12
2
180 x 20 ^3 + 180 20 30.319 -10 .= 1606363.92
12
2
87.13 x 10.32 ^3 + 87.13 10.32 10.32 .= 31914.5388
12 2
2
92.87 x 10.32 ^3 + 1/2 92.87 10.32 10.32 x 2 .= 25515.4848
12 3
2
10 x 209.078 x 211.25 -30.31942 .= 68440690.8
M.I. Of the section @ N.A., = 75850791 cm4
76078301.7
Section Modulus at Compression, Zc = 2509227 cm3
Section Modulus at Tension, Zt = 420492.3 cm3
Stresses in Concrete = 25.33791 kg/cm2
< 101.94 kg/cm2
OK…….
Stresses in Steel = 1512.003 kg/cm2
< 2000 kg/cm2
OK…….
25.34
30.32
Stress in Outer layer, 180.93 + 2.95 1512.00284
180.93
214.2
180.93 = 1536.688 kg/cm2
< 2000 kg/cm2
OK…….
1512.00
2.95
CALCULATION OF WEB REIFORCEMENT : (Skin Reinforcement)
As per Cl.305.10, IRC - 21:2000, Min. Shrinkage reiforcement shall be 250 mm2 of Steel area per metre.
2 2
Skew Web Dimension : Length = 1800 600 1897.367 mm
Width = 250 mm
Total Steel Req. = 1897.37 250 474.34 mm2
1000
Provide 7 Numebrs 10 mm at top and bottom.
+Provide 0 Numebrs 0 mm at top and bottom.
Ast provided = 549.710 mm2
OK….
7 10
On Each Faces.
Third raw 7 32
Second raw 8 32
First raw 9 32
Don't Delete this cell, it is useful for operation of Goal Seek…
For finding out Value of n.
Don't Delete this cell, it is useful for operation of Goal Seek…
For finding out Value of n.
Don't Delete this cell, it is useful for operation of Goal Seek…
For finding out Value of n.