Box Girder Super Structure1

BOX GIRDER SUPER STRUCTURE A3 A2

A

A1

T B

M D G C

P

F E L H N O K I

J

I

Q

INPUT DIMENSION (mm) (Designation as per above figure) A= B= C=

430 200 1800

G= H= I=

100 250 600

M= N= O=

300 315 150

S= T= A1 =

1800 350 350

S

D= E= F=

400 263.5 315

J= K= L=

3000 200 1700

P= Q= R=

150 430 600

A2 = A3 =

330 420

420 330 350

Clear Carriage way = 7500 430

0.065 m Wearing Coat 350

200

300 400 100 1800

150

315 263.5 1700 250 315 150 200 600

400

3000

600

430

300 150

1800

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 4=15 8. Thickness of wearing coat ( in m) = 0.065 9. Permissible stresses in steel 10. Permissible stresses in concrete

sst (kg / cm2) scbc (kg / cm2)

11. Modular Ratio m 12. Density of parapet (t/m)

Notes:

This box indicate INPUT parameter. This indicate UDL load on span.

2000 101.94 10 0.2

16460 OF FOUR LANE BRIDGE

1931.8

7500

7500

CLEAR ROAD WAY

CLEAR ROAD WAY

3936.5 c/c of web of Box girder

4723.5 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 mm c/c of Pier


Elastomeric Bearing RCC Pedestal

RCC Super Structure IN M

30

RCC Pier cap RCC Pier

RCC Sub Structure

Foundation GROUND LEVEL

R

600


400

200

100

1700

2200

200

C/C of Pier 400

C/C Of Bearing 600 A

SECTIONAL ELEVATION 1-1 2400

9100

OF SYMMETRY

B 263.5

685 315

1

1

3000 c/c of Sofit Box

1843.0 1630

OF BOX GIRDER

315

8660 c/c of Box

685 263.5 25000 Overall Span c/c of Bearing OF PIER

OF bearing A

OF SYMMETRY B

24200 Effective Span c/c of Bearing

PLAN AT SOFFIT LEVEL

JAYESH

DRG-2

BG/DAX/DRG-Section

(2) DESIGN OF CANTILEVER DECK SLAB

430 350

Wearing Coat (m.) 0.065 X

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 2

(2) Parapet kerb = {A*A1 * 2.40 * (C-A/2)} 0.43 0.35 2.4

1.8

(3) Wearing coat = { (C-A) * Thk. Of wearing coat* (C-A/2)} 1.8 0.43 0.065 2.4 (4) Self weight of slab (a) {(C*B*C/2)*2.40} 1.8 0.2

1.8 2 (b) {1/2*C*(D-B)*(C/3)*2.40} 1 1.8 0.4 2

0.43 2 1.8

0.43 2

2.4

0.2

1.8 3

2.4

TOTAL DEAD LOAD BENDING MOMENT

2.2 LIVE LOAD BENDING MOMENT 2.2.1 CLASS A Vehicle 0.43

Minimum Clarance (IRC - 6:2000) Ground contect Area

0.317

t.m.

0.573

t.m.

0.146

t.m.

0.778

t.m.

0.259

t.m.

2.073

t.m.

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

=

b1 = 0.25 + 2 (Thk. Of Wearing coat)

0.97 m.

=

Effective Dispersion width bf =1.2 a + b1 1.2 0.97

0.38 m.

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 2

1.5

8.2935 t.m.

2.2.2 CLASS AA Traked Vehicle 0.43

Minimum Clarance in m.(IRC - 6:2000)

Kerb

1.2

Ground contect Area 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 = So, Slab Thk. @ Load center =

0.43

0.2

0.4

0.4

0.2

0.5 2 0.83

0.83 m. 0.292 m.

1.8 Effective Dispersion width = 0.50 + 2 ( Slab thk. + W.C.) 0.50 2 0.292 LIVE LOAD BENDING MOMENT / m. Width

=

0.065 8.294 1.544

1.214 m. 4.423 t.m/m 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 2 LIVE LOAD BENDING MOMENT near expan. gap =

0.897 m. 8.294 0.897

7.613 t.m/m 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 2

TOTAL BENDING MOMENT (D.L. + L.L. + Services)

0.317 t.m/m

=

(L.L.B.M./m. width taken)

2.073

4.423

6.813

t.m.

0.317

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. =

d prov. =

36.2 cm

d Prov. =

d reqd. Hence OK...

<

Ast Reqd. Provide

Ast Provided

( Total BM / (Q*100)) } 400 362

30(cover) - 16/2(half Dia.) mm

d prov.

2 10.60 cm

= 12

mm dia @

280

mm c/c

16

mm dia @

280

mm c/c

=

2 11.22 cm

For End 1 m. near EXPANSION GAP.

In Cantilever projection of Box slab.

OK….

TOTAL BENDING MOMENT (D.L. + L.L. + Services) (L.L.B.M. taken at Expansion gap) d reqd. =

25.593 cm.

d prov. =

36.2 cm

d reqd. Hence OK...

<

Ast Reqd.

10.003 t.m.

{d reqd. = Sqrt( Total BM / (Q*100)) } d Prov. = 400 - 30(cover) - 16/2(half Dia.) = 362 mm

d prov.

2 15.57 cm

=

Provide

=

12

mm dia @

280

mm c/c

25

mm dia @

280

mm c/c

Ast Provided

2 21.57 cm

=

In Cantilever projection of Box slab.

DISTRIBUTION STEEL B.M. = 0.2 DLBM + 0.3 LLBM

(Cl.305.18.2, IRC : 21-2000)

Dead Load BM = DL + Service = Live Load BM = B.M. B.M.

= =

0.2

2.390

0.3

=

2 2.809 cm

Ast Minimum

=

2 3.6 cm

Ast Reqd.

=

2 3.60 cm

10

Ast Provided Provide Ast Provided

4.423

1.805 t.m.

Ast (Dist.)

Provide

2.390 4.423

mm dia @ =

10

2 5.24 cm

mm dia @ =

150

140

2 5.61 cm

( 12% of gross area)

mm c/c

About top & bottom

OK…. mm c/c

About bottom in span direction.

(in Cantilever portion) OK….

OK….

ect Area

MAIN STEEL : Throughout 12 mm Tor 280 mm c/c

16 mm Tor 280 mm c/c

Throughout 12


280


12 mm Tor

16 mm Tor

12

280 mm c/c

280 mm c/c

280

Throughout

DISTRIBUTION STEEEL :

10 mm Tor 150 mm c/c at bottom

215

2185

JAYESH

10 mm Tor

10 mm Tor

150 mm c/c

150 mm c/c

8 mm Tor

8 mm Tor

150 mm c/c

150 mm c/c

3000

1030

Steel Details

16460 OF FOUR LANE BRIDGE

600

7500 CLEAR ROAD WAY

6 0 A

25 20 mm tor At Top. 6 0

300 16 mm Tor 2 Legged Stirps 180 mm c/c.

16 mm Tor 2 Legged Stirrups 180 mm c/c.

25 20 mm tor At Top.

16 mm Tor 2 Legged Stirrups 180 mm c/c.

16 Tor 1900 180 mm c/c on both faces.

16 Tor 180 mm c/c on both faces. 0 6 1800

430

600

A 6 25 0 20 mm tor At bottom.

3000

600

20 25

1800

400 16 mm Tor 2 Legged Stirrups 180 mm c/c.

mm tor At bottom.

SECTION - AA

CROSS SECTION AT END DIAPHARM

JAYESH

ED-1

C/S Of End Diapharm

tor At Top.

h 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

Mid span moment =

391.63

t.m.

Give value of impact factor = I. F. Give value of Reaction factor = R. F.

Moment With I.F. and R.F.

0.4

= =

1.1 1.2

=

(cl.211.3(b), IRC:6-2000)

516.9516 t.m.

( ii ) Class 70R wheeled Vehicle 17 6.6412

17 . 1.37

17 . 3.05

A

17 . 1.37

12 . 2.13

12 . 1.52

E

8 .

3.96

4.1588

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 Moment @ E =

= 441.49

5.4588 m.

t.m.


= =


1.18 1.2

=

625.15

(From fig. 5 cl.211.3(b), IRC:6-2000)

t.m.

( iii ) Class A Train (Two Lanes) 2.7 2.7 2.66

. 1.10

11.4 . 3.20

11.4 . 1.20.

6.8 . 4.3

A

6.8 . 3.0

6.8 .3.0

E

'6.8 3

2.74 B

12.1 0.4

24.2 c.g. of load from right of first load Coincide distance Distance from A

Moment @ E =

193.28

= = =

4.2 Max moment at quarter span. ( i ) Class AA Tracked Vehicle

9.09 m. 9.44 m. 2.66 m.

t.m.



0.4

= =

=

1.18 1.2

547.37

(From fig. 5 cl.211.3(b), IRC:6-2000)

t.m.

Quarter of load distance (i.e. 1/4 X 3.6 m) = 0.9

70 T

3.6

6.05 0.4

24.2 Mid span moment =

293.67

0.4

t.m.



= =

1.1 1.2

=

( cl.211.3(b), IRC:6-2000)

387.6444 t.m.

( ii ) Class 70R wheeled Vehicle 17 4.68

17 . 1.37

17 . 3.05

17 . 1.37

A

12 . 2.13

12 . 1.52

E

8 .

3.96

6.1200

B

6.05 0.4

24.2

0.4

c.g. of load from right of first load = Coincide distance = Moment @ E = 336.37 t.m.

5.1238 m. 5.4588 m.


1.18 1.2


= =

=

476.30

(From fig. 5 cl.211.3(b), IRC:6-2000)

t.m.

( iii ) Class A Train (Two Lanes) 1.75

2.7

2.7

11.4

1.1

3.2

11.4

6.8

1.20.

4.3

A

6.8 3.0 .

6.8 .3.0

'6.8 3.65

3.0

E

B

6.05 0.4

24.2

0.4 23.1

Moment @ E =

164.65

t.m.


= =


=

1.18 1.2

(From fig. 5 cl.211.3(b), IRC:6-2000)

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 Mid span moment =

162.80

t.m.



0.4

= =

=

1.1 1.2

214.90

(cl.211.3(b), IRC:6-2000)

t.m.

( ii ) Class 70R wheeled Vehicle 17 3

17 . 1.37

17 . 3.05

17 . 1.37

A

12 . 2.13

12 . 1.52

8 .

3.96

7.8000

E

B

3 0.4

24.2 c.g. of load from right of first load Moment @ E =

190.91

0.4

=

5.1238 m.

= =

1.18 1.2

t.m.



=

270.33

(From fig. 5 cl.211.3(b), IRC:6-2000)

t.m.

( iii ) Class A Train (Two Lanes) 11.4

11.4

6.8

1.2

4.3

6.8 3.0 .

A

E 3

6.8 3.0 .

6.8 .3.0

9.5

B 21.2

0.4

24.2

Moment @ E =

90.17

0.4

t.m.


= =

1.18 1.2

(From fig. 5 cl.211.3(b), IRC:6-2000)


=

255.3614 t.m.

RECAPITULATION OF LIVE LOAD BENDING MOMENTS Load Discription

BENDING MOMENT (in tm) .@ Mid Span

@ Quarter Span

@ Widening.

Beginning of

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

625.150

476.30

270.33

DESIGN BM

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.

0.3612

t/m.

0.2

t/m.

3.3012

t/m.

Kerb

=

= Area X Density

=

Services = 0.1 t/m

= Total SIDL

=

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) Bending Moment at quarter span (D) Bending Moment at Widening (C)

= = =

241.4003 t.m. 180.9842 t.m. 104.7141 t.m.

Dead Load Bending Moment due to self wt. of Super Structure C/S Area of box at mid span = udl

A

C

=

D

8.069

m2

19.37

t/m.

19.37

t/m.

E

B

3.00 0.4

6.05 12.1 24.2 12.5 25 Reaction at A & B =

242.07

Bending Moment at mid span (E)

t =

1416.11 t.m.

Bending Moment at quarter span (D) Bending Moment at Widening (C)

= =

1061.695 t.m. 614.2768 t.m.

Dead Load Bending Moment due to widening 2

C/S Area of box at End span C/S Area of box at mid span

= =

10.86 8.069

m 2 m

Difference of C/S Area

=

2.791

m

Wt./R.m.(A X Density)

=

6.6984

t/m.

1 2.4

m. m.

Total Length of END Beam Length of Taperd Section of Beam

= =

6.6984 t/m.

A

C

6.6984

D 2.4

0.6

2

E

B

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) Bending Moment at quarter span (D) Bending Moment at Widening (C)

= = =

11.92315 t.m. 11.92315 t.m. 11.92315 t.m.

Total Reaction @ A & B ( i.e. Total DL due to half Span ) = Total DL of Super Structure =

NOTE :

298.07 t 597 t

Put All Geometry in STAAD Analysis and Varify above data.

Summary of DLBM

Sr .No.

At At MID Quarter At Span (E) Span (D) Widening 't.m' 't.m' (C) 't.m'

LOAD

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

1669.433

1254.602

730.914

TOTAL DLBM

=

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.

0.3612

t/m.

0.2

t/m.

3.3012

t/m.

Kerb

=

= Area X Density

=

Services = 0.1 t/m

= Total SIDL

=

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 Section X = Distance from support to centre of WIDENING Section C = Distance from support to Starting of WIDENING Section D = Distance from support to Quarter Span Shear Force, .@ A .@ Y .@ X .@ C .@ D

41.265 39.945 39.945 39.945 39.945

3.3012 3.3012 3.3012 3.3012 3.3012

0.4 0.6 1.8 3.0 6.05

39.945 37.964 34.002 30.041 19.972

0.6 1.8 3.00 6.05

t t t t t

Dead Load Shear Force due to self wt. of Super Structure 19.37 t/m. Y X A

C 3.00

0.4

6.05

D

E

B

12.1 24.2 12.5 25 Reaction at A & B = Shear Force, .@ A .@ Y .@ X .@ C .@ D

242.07

242.07 234.324 234.324 234.324 234.324

t

19.37 19.37 19.37 19.37 19.37

0.4 0.6 1.8 3.00 6.05

234.324 222.704 199.466 176.227 117.162

t t t t t

Dead Load Shear Force due to widening 6.698 t/m. Y A

6.698 t/m.

X C

D 2.4

0.6

E

B

3.0 0.4

6.05 12.1 24.2 12.5 25 Reaction at A & B = Shear Force, .@ A 14.74 .@ Y 12.057 .@ X 8.038 .@ C 8.038 .@ D 0.000

14.74

t

6.70 6.70 5.02 3.35 0.00

0.4 0.6 1.2 2.4 6.05

12.057 8.038 2.010 0.000 0.000

Total Reaction @ A & B ( i.e. Total DL due to half Span ) = Total DL of Super Structure =

NOTE :

t t t t t

298.07 t 597 t

Put All Geometry in STAAD Analysis and Varify above data.

Summary of DLSF

Sr .No.

LOAD

1

SIDL

Section A Section Y Section X (t) (t) (t) 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 . 1.20.

6.8 . 4.3

6.8 . 3.0

6.8

'6.8

.3.0

9.7

3

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

RA

=

RB

17

24.2

22.83

19.78

18.41

12

16.28

8

10.8


1.18

1.2

111.619 t RECAPITULATION OF LIVE LOAD SHEAR FORCE At SUPPORT Sr. No. 1 2 3

LOADING

S.F. ( t )

Class A ( 2 lane) Class AA Traked 70R wheeled Vehicle

AT Section - ' Y '

(

0.6

108.168 85.527 111.619

) m. From support

( A ) Class A Two Lane Vehicle 11.4

11.4

0.6 . 1.20.

6.8 . 4.3

6.8 . 3.0

6.8 .3.0

'6.8 9.1

3

B 24.2

RA

=

11.4

23.6

22.4

6.8 24.2

36.96 t S.F.@support with R.F. & I.F. (For Two Lane) 36.96 104.658 t

1.18

1.2

2

18.1

15.1

12.1

( B ) Class AA Traked Vehicle 70 t 0.6 A

B 3.60 24.2

RA

=

70

21.8 24.2 63.06 t


1.1

1.2

83.236 t


17

0.60 . 1.37

17 . 3.05

17 . 1.37

12 . 2.13

12 . 1.52

8 .

3.96

10.200

B 24.2 RA

RA

RB

=

17

23.60

22.23

19.18

17.81

12

15.68

8

10.20


1.18

1.2

108.109 t RECAPITULATION OF LLSF At Sr. No. 1 2 3

AT Section - ' X '

0.6

LOADING Class A ( 2 lane) Class AA Traked 70R wheeled Vehicle

(

1.8

) m. From support

m.From Support. S.F. ( t ) 104.658 83.236 108.109


11.4

1.8 . 1.20.

6.8 . 4.3

6.8 . 3.0

6.8

'6.8

.3.0

7.9

3

B 24.2

RA

=

11.4

22.4

21.2

6.8

16.9

13.9

10.9


1.18

1.2

2

97.636 t


B 3.60 24.2

RA

=

70

20.6 24.2 59.59 t


1.1

1.2

78.655 t


17

1.80 . 1.37

17 . 3.05

17 . 1.37

12 . 2.13

12 . 1.52

8 .

3.96

9.000

B 24.2 RA

RA

RB

=

17

22.40

21.03

17.98

16.61

12

14.48

8

9.00


1.18

1.2


1.8

m.From Support.

LOADING

S.F. ( t )


AT Section - ' C '

(

3.00

97.636 78.655 101.087

) m. From support


11.4

3.00 . 1.20.

6.8 . 4.3

6.8 . 3.0

6.8 .3.0

'6.8 6.7

3

B 24.2

RA

=

11.4

21.2

20

6.8

15.7

12.7

9.7


1.18

1.2

2

90.615 t


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


17

3.00 . 1.37

17 . 3.05

17 . 1.37

12 . 2.13

12 . 1.52

8 .

3.96

7.800

B 24.2 RA

RA

RB

=

17

21.20

19.83

16.78

15.41

12

13.28

8

7.80


1.18

1.2


3

m.From Support.

LOADING

S.F. ( t )


AT Section - ' D '

(

6.05

90.615 74.073 94.066

) m. From support

( A ) Class A Two Lane Vehicle 11.4 6.05 . 1.20.

11.4

6.8 . 4.3

6.8 . 3.0

6.8 .3.0

'6.8 3

3.65 B

24.2

RA

=

11.4

18.15

16.95

6.8

12.65

9.65

6.65


1.18

1.2

2

72.768 t


B 3.60 24.2

RA

=

70

16.35 24.2 47.29 t


1.1

1.2

62.427 t


17

6.05 . 1.37

17 . 3.05

17 . 1.37

12 . 2.13

12 . 1.52

8 .

3.96

4.750

B 24.2 RA

RA

RB

=

17

18.15

16.78

13.73


1.18

1.2

12.36

12

10.23

8

4.75


6.05

m.From Support.

LOADING

S.F. ( t )


72.768 62.427 76.219

RECAPITULATION OF DL & LL SHEAR @ VARIOUS SECTION Sr. No.

S.F. Due To Support

Shear Force At Section in Tonne 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

SF / Girder

=

397.94 4

Shear Stress

=

99.49 65 6.96 21.582

<

Providing

12 Spacing

Provide

12

mm dia. 'S'

=

mm dia.

Shear Force Taken =

4

t 99.49 t

1000 220 2 Kg / Cm Kg / Cm2

legged stirrups,

196.672 mm 4

legged stirrups, @

108.70

>

At Section ' Y ': MAX. Shear force =

376.81

SF / Girder

376.81

=

OK….

t 94.20 t

99.49

180

mm C/C.

Hence OK….

4 Shear Stress

=

<

Providing

12 Spacing

Provide

12

mm dia. 'S'

=

mm dia.

Shear Force Taken =

94.20 65 6.59 21.582

4

1000 220 2 Kg / Cm 2 Kg / Cm

OK….

legged stirrups,

207.700 mm 4

legged stirrups, @

108.70

>

94.20

180

mm C/C.

Hence OK….

At Section ' X ': MAX. Shear force =

336.56

SF / Girder

=

336.56 4

Shear Stress

=

84.14 45 8.50 21.582

<

Providing

16 Spacing

Provide

16

mm dia. 'S'

=

mm dia.

Shear Force Taken =

2

t 84.14 t

1000 220 Kg / Cm2 Kg / Cm2

OK….

legged stirrups,

206.701 mm 2

legged stirrups, @

96.62

>

84.14

At Section ' C ' : MAX. Shear force =

300.33

SF / Girder

=

300.33 4

Shear Stress

=

75.08 25 13.65 21.582

<

t 75.08 t

1000 220 2 Kg / Cm 2 Kg / Cm

OK….

180

mm C/C.

Hence OK….

Providing

16 Spacing

Provide

16

mm dia. 'S'

2

=

legged stirrups,

231.637 mm

mm dia.

2

Shear Force Taken =

legged stirrups, @

96.62

>

75.08

180

mm C/C.

Hence OK….

At Section ' D ' : MAX. Shear force =

213.35

SF / Girder

=

213.35 4

Shear Stress

=

53.34 25 9.70 21.582

<

Providing

16 Spacing

Provide

16

mm dia. 'S'

2

=

t 53.34 t

1000 220 Kg / Cm2 2 Kg / Cm

OK….

legged stirrups,

326.071 mm

mm dia.

2

Shear Force Taken =

86.96

legged stirrups, @ >

53.34

200

Hence OK….

SHEAR REIFOREMENT DETAILS: {1}

{2}

Y 0.4

{3}

X

0.6

{4}

C

1.8 2.4 3.00 6.05

Portion (No.) 1 2 3 4 5

Dia. (mm) 12 12 16 16 16

Legged (No.) 4 4 2 2 2

{5}

D

C/C Dist. (mm) 180 180 180 180 200

mm C/C.

m. m. m. m.

Section C Section D (t) (t) 30.04

19.97

176.23

117.16

0.00

0.00

206.27

9.7

137.13

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. Design B.M.

= =

1669.43 t.m. for twin box (D.L. + S.I.D.L.) 1459.87 t.m. per box.

(All Dimensions are in mm.) 250

315

79.057 150 a = 25.46

237.2 270.9431

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

2 385.991 cm

Ast = Provide Clear Cover

=

30

mm

Provide dia. Of Stirups

=

12

mm

18 16 14 48

no. no. no. OK…….

Rein. Spacing (Betwn. In to In ) = Clear Side Cover = Diameter of stirrups = Diameter of Main Bar =

50 40 12 32

mm mm mm mm

NO. OF BAR in First raw

9

Provide no. Of bar in 1st Row Provide no. Of bar in 2nd Row Provide no. Of bar in 3rd Row Total

= = = =

Provision of No. of BAR in First Row

=

Total Distance, 9

32 792 mm

8

50 <

2

12

2

881.86 mm OK….

Distance between end of Soffit to centre of 1st row Distance between centre of 1st row to centre of 2nd row

= =

58 64

mm mm

40

Distance between centre of 2nd row to centre of 3rd row

c.g. of steel from bottom of girder, = d eff. 180

=

64

mm

11.67 cm = 208.33 cm

420

223

20 20

30 31.5 [2]

n 10

[1]

[5]

43

15

[4] 25 [6] [7]

(All Dimensions are in cm.)

Portion

Length cm

Depth cm

c.g. from Top (cm)

REMARK

NO.

[1] [2] [3] [4] [5] [6] [7]

420 180 223 180 31.5 43

30 20 30 20 10 15 25

15 10 15 26.67 33.33 35 30

Rectangle Rectangle Rectangle Triangle Triangle Triangle

1 1 1 1 2 1 2

Due to Reinforcement Sum

=

AREA cm2 X n 12600 3600 6690 1800 315.00 322.5 -1500

189000 36000 100350 48000 10500 11287.5 22500

3859.907

804147.2

27687.41

1176785

[3]

1107.50

n2 + 1107.496 n

47071.39

- 47071.39 .= 0

N.A. from Top of girder =

4.553E-08 Don't Delete this cell, it is useful for

40.9857 cm

For finding out Value of n.

M.I. Of section @ N.A., 180 20 40.99

40

n

20 -0.99 20.99 (All Dimensions are in cm.) Portion

[1] [2] [3] [4]

Length cm

Depth cm

c.g. from Top (cm)

420 180 223 85.56416 180

30 20 30 20.98574 20

15 10 15

Section Modulus at Compression, Section Modulus at Tension, Stresses in Concrete

REMARK

M.I. cm4

Rectangle 945000 Rectangle 120000 Rectangle 501750 Eq. Rectn. 65899.73 Triangle 40000

26.67

AREA cm2 12600 3600 6690 1795.627 1800

= <

M.I. + (A x h2)

675.2588 960.1163 675.2588 220.2007 205.0359

9453261.2 3576418.5 5019231.5 461298.14 409064.69

h

Due to Reinforcement

=

M.I. Of section @ N.A.,

=

3 3087793 cm 3 756243.3 cm

Zc = Zt =

2

2 47.27863 kg/cm 2 101.94 kg/cm

OK…….

108097517 4 126555493 cm

Stresses in Steel

2 1930.419 kg/cm 2 < 2000 kg/cm

=

OK…….

47.28 40.99

Stress in Outer layer,

167.35

+ 167.35

5.87

2 = 1998.093 kg/cm 2 < 2000 kg/cm

214.2 167.35 1930.42 5.87 (All Dimensions are in cm.)

5.2 AT QUARTER SPAN Dead Load B.M. Design B.M.

= =

1254.602 t.m. for twin box (D.L. + S.I.D.L.) 1103.601 t.m. per box.


315

237.17 79.057 150 a = 25.46 270.9431 200 146.9

1930.41882

OK…….

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 Ast =

Nos. of

32

Tor in

3

rows

2 305.576 cm

Provide Cover

=

30

mm


=

12

mm

18 16 4 38



= = = =

Distance between end of beam to centre of 1st row Distance between centre of 1st row to centre of 2nd row Distance between centre of 2nd row to centre of 3rd row

c.g. of steel from bottom of box,

=

9.84

= = =

cm

58 64 64

mm mm mm

d eff. 180

= 210.16 cm

420

223

20

n

30

(All Dimensions are in cm.) 420 x n x n/2 +

223 411.5

x n x n/2 +

n2

+

180 3055.7594

N.A. from Top of girder

x n x n/2 +

n

.= 10 x

-

=

35.97

305.576

x(

210.16 .-n )

642192 .= 0

cm

-1.28E-09 Don't Delete this cell, it is useful for For finding out Value of n.

M.I. Of the section @ N.A., 2 420

x 12

30.0

^3

+

420

30

35.966

-15

223

x 12

30.0

^3

+

223

30

35.966

-15

180

x 12

20 ^3

+

180

20

35.966

-10

36.31

x 12

15.97 ^3

+

36.31

15.97

15.97 2

.=

6483482

.=

9155494

.=

1560000

.=

49255

2

2

2

2 143.69

x 36

15.97 ^3

+ 1/2

143.69

15.97

x

210.16 -35.96574

15.97 x 2 3

.=

146197

2 10 x

305.576

.= 92720625.3 M.I. Of the section @ N.A., =


Zc = Zt = =

Stresses in Steel

=

110115054 cm4

3 3061665 cm 3 632147 cm 2 36.04577 kg/cm 2 < 101.94 kg/cm

OK…….

2 1745.798 kg/cm 2 < 2000 kg/cm

OK…….

36.05 35.97 Stress in Outer layer, 174.19

174.19

+ 174.19

4.04

214.2 2 = 1786.309 kg/cm 2 < 2000 kg/cm

1745.80

4.04

5.3 AT BEGINNING OF WIDENING SECTION Dead Load B.M.

=

1745.79797

730.914 t.m. for twin box (D.L. + S.I.D.L.)

OK…….

Design B.M.

=

635.7856 t.m. per box.


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 Ast =

Provide Cover

Nos. of

32

Tor in

2 209.078 cm

=

30

mm

3

rows


=


= = = =

12

mm

14 12 0 26


Distance between end of beam to centre of 1st row Distance between centre of 1st row to centre of 2nd row Distance between centre of 2nd row to centre of 3rd row

c.g. of steel from bottom of box,

=

d eff. 180

8.75

= = =

58 64 64

mm mm mm

cm

= 211.25 cm

420

223

20

n

30

(All Dimensions are in cm.) 420 x n x n/2 +

223 411.5

x n x n/2 +

n2

+

180 2090.7827

x n x n/2 +

.= 10 x

n

441669.8 .= 0

-

209.078

x(

211.25 .-n )

N.A. from Top of girder

=

30.3194 cm

0.0006016 Don't Delete this cell, it is useful for For finding out Value of n.

M.I. Of the section @ N.A., 2 420

x 12

30

^3

+

420

30

30.319

-15

223

x 12

30

^3

+

223

30

30.319

-15

180

x 12

20 ^3

+

180

20

30.319

-10

.= 3902026.68 2 .= 2071790.35 2 .= 1606363.92

2 87.13

x 12

10.32 ^3

+

87.13

10.32

92.87

x 12

10.32 ^3

+ 1/2

92.87

10.32

x

211.25 -30.31942

10.32 2

.= 31914.5388

2 10.32 x 2 3

.= 25515.4848

2 10 x

209.078

M.I. Of the section @ N.A., =

4 75850791 cm


Stresses in Steel

25.34

.= 68440690.8

Zc = Zt = =

=

76078301.7 3 2509227 cm 3 420492.3 cm 2 25.33791 kg/cm 2 < 101.94 kg/cm

OK…….

2 1512.003 kg/cm 2 < 2000 kg/cm

OK…….

30.32 Stress in Outer layer,

180.93

+ 180.93

2.95

1512.00284

214.2 2 = 1536.688 kg/cm 2 < 2000 kg/cm

180.93 1512.00 2.95

CALCULATION OF WEB REIFORCEMENT : (Skin Reinforcement)

As per Cl.305.10, IRC - 21:2000, Min. Shrinkage reiforcement shall be 250 mm 2 of Steel area per metre. 2

Skew Web Dimension : Length = Width = Total Steel Req.

Provide

=

7

2

1800 250

600

1897.367 mm

mm 474.34

mm2

1897.37 1000

250

Numebrs

10

mm

at top and bottom.

0

mm

at top and bottom.

+ Provide

Ast provided

0

Numebrs

=

2 549.710 mm

OK….

OK…….

7 10 On Each Faces.

Third raw Second raw First raw

7 8 9

32 32 32

Don't Delete this cell, it is useful for operation of Goal Seek… For finding out Value of n.



Box Girder Super Structure1

Recommend Documents