box girder super structure1

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

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...


Provide 12 mm dia @ 280 mm c/c

25 mm dia @ 280 mm c/c


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)


Provide 10 mm dia @ 150 mm c/c About top & bottom


OK….

Provide 10 mm dia @ 140 mm c/c About bottom in span direction.


(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)



( 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



Distance from A = 2.66 m.

Moment @ E = 193.28 t.m.




4.2 Max moment at quarter span.


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


Give value of impact factor = I. F. = 1.1 ( cl.211.3(b), IRC:6-2000)




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



Moment @ E = 336.37 t.m.





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.




4.3 Max moment at 3 m from left of span.


70 T

3.6

3

0.4 24.2 0.4


Give value of impact factor = I. F. = 1.1 (cl.211.3(b), IRC:6-2000)




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


Moment @ E = 190.91 t.m.





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.




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





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





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


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


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


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


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


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


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


36.96 1.18 1.2 2

104.658 t


70 t

0.6

A B

3.60

24.2

RA = 70 21.8

24.2

63.06 t


63.06 1.1 1.2

83.236 t


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


76.35 1.18 1.2

108.109 t

RECAPITULATION OF LLSF At 0.6 m.From Support.


1 Class A ( 2 lane) 104.658



AT Section - ' X ' ( 1.8 ) m. From support


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


34.48 1.18 1.2 2

97.636 t


70 t

1.8

A B

3.60

24.2

RA = 70 20.6

24.2

59.59 t


59.59 1.1 1.2

78.655 t


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


71.39 1.18 1.2

101.087 t



1 Class A ( 2 lane) 97.636



AT Section - ' C ' ( 3.00 ) m. From support


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


32.00 1.18 1.2 2

90.615 t


70 t

3.0

A B

3.60

24.2

RA = 70 19.4

24.2

56.12 t


56.12 1.1 1.2

74.073 t


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


66.43 1.18 1.2

94.066 t

RECAPITULATION OF LLSF At 3 m.From Support.


1 Class A ( 2 lane) 90.615



AT Section - ' D ' ( 6.05 ) m. From support


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


25.70 1.18 1.2 2

72.768 t


70 t

6.1

A B

3.60

24.2

RA = 70 16.35

24.2

47.29 t


47.29 1.1 1.2

62.427 t


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


53.83 1.18 1.2

76.219 t



1 Class A ( 2 lane) 72.768



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 ':


SF / Girder = 376.81 94.20 t

4


65 220

6.59 Kg / Cm2

< 21.582 Kg / Cm2

OK….


Spacing ' S ' = 207.700 mm



At Section ' X ':


SF / Girder = 336.56 84.14 t

4


45 220

8.50 Kg / Cm2

< 21.582 Kg / Cm2

OK….


Spacing ' S ' = 206.701 mm



At Section ' C ' :


SF / Girder = 300.33 75.08 t

4


25 220

13.65 Kg / Cm2

< 21.582 Kg / Cm2

OK….


Spacing ' S ' = 231.637 mm



At Section ' D ' :


SF / Girder = 213.35 53.34 t

4


25 220

9.70 Kg / Cm2

< 21.582 Kg / Cm2

OK….


Spacing ' S ' = 326.071 mm



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

7.9

12.96

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


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


5.2 AT QUARTER SPAN




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


Ast = 305.576 cm2

Provide Cover = 30 mm




Row = 16 no.


Row = 4 no.


Distance between end of beam to centre of 1st row = 58 mm


nd row = 64 mm



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


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


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 Tension, Zt = 632147 cm3


< 101.94 kg/cm2

OK…….


< 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




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


Ast = 209.078 cm2

Provide Cover = 30 mm




Row = 12 no.


Row = 0 no.


Distance between end of beam to centre of 1st row = 58 mm


nd row = 64 mm



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


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


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 Tension, Zt = 420492.3 cm3


< 101.94 kg/cm2

OK…….


< 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


For finding out Value of n.

box girder super structure1

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