Box Culvert Chesirimion

8/2/2019 Box Culvert Chesirimion

1/26

1 In side diamentions 1.50 m x 1.50 m

2 Super imposed load 12000 N/m3

3 Live load 60000 N/m2

4 Wieght of soil 18000 N/m2

5 Angle of repose 25 Degree

6 Nominal cover top / bottom 50 mm Nominal cover side 50 mm

6 Cocrete M- 25 wt. of concrete 24000 kg/m3

scbc 7 N/m2 m 13

7 Steel 415 ater side sst 150 N/m2 sst 190 N/m2

8 Thickess of side wall 300 mm thickness of side wall is OK

Thickness of top slab 300 mm O.K.

Thickness of bottom slab 230 mm

9 Reinforcement

Top slab Main 16 mm F @ 230 mm c/c

Distribution 12 mmF

@ 310 mm c/cAt supports 16 mm F @ 200 mm c/c

Bottom slab Main 16 mm F @ 200 mm c/c

Distribution 12 mm F @ 370 mm c/c

At supports 12 mm F @ -580 mm c/c Through out slab at bottom

Vertical 20 mm F @ 300 mm c/c Both side O.K.

Distribution 12 mm F @ 310 mm c/c

16 mm F@ 460 mm c/c

12 mm F@ 200 mm C/C

16 mm F@ 310 mm C/c

300 16 mm F@

20 mm F@ 230 mm C/C

300 mm C/C

1.50

12 mm F@

310 mm C/C

16 mmF

@200 mm c/c

16 mm F@ 12 mm F

@ 16 mm F

@

400 mm c/c 200 mm C/C 310 mm C/c

300 1.50 300

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DESIGN OF BOX TYPE CULVERT

300

230

Side vertical wall
mailto:[email protected]:[email protected]


2/26


3/26

1 1/2

1+1/2 1+1/2

wL2 #### x 1.8 2=

12

wL2 #### x 1.8

2=

12

pL2 WL Where W is the total tringular earth pressure.

12 15

29266 x 1.82

+ #### x 1.8 1.815

pL2 WL

12 15

29266 x 1.8 2-- #### x 1.8 1.8

10

The Moment distribution is carried out as illustrate in table

Fixed End Moments

Member

The moment distribution carried out as per table 1 for case 1

Joint

Member

Distribution factore

Fix end moment A A

Balance

Carry over

balance 1.8 m

Carry over

balance

Carry over D D

balance 35960

Carry over

balanceCarry over

balance

Carry over

balance

Carry over

balance

Final moment

For horizontal slab AB, carrying UDL @ N/m2.

Vertical reactionat a and B = 0.5 x x 1.8 = N/m2

Similarly, for the Bottom slab DC carrying U.D.L.loads @ #### N/m2

Vertical reaction at D and C = 0.5 x x 1.80 = N

The body diagram for various members, including loading, B.M. And reactions are shown in fig.2

For the vertical member AD, the horizontal reaction at A is found by taking moments at D.Thus

( -ha x 1.80 ) + 14959 - #### + #### x 1.80 x 1.80 x 1/2

+ x x 1.80 x 1.80 x 1/3

-ha x 1.80 + + +

From which, ha =

Hence , hd =( 29266 + #### )x 1.80 - #### = N

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79200 71280

71280

14959

18052

1986

19856

17117

84240

71280

-2 5

1/2

14959 -14959

-14

-18052

6

-4

-7

DA

-10035

AD

9325

35960

13170

0.9

14959

29266

0.9

-63

-149

18052

-7

-17 -33

21

188

50

21

5099

-5079 -10158

4020

-2680

1693

447-564

-1340

Distribution factore for AD and DA= = 2/3 = 1/3Distribution factore for AB and DC=

Fix end moments will be as under : =

Mfdc= + =

-21384 N - mMFAB=

N-m=

12

1225272 N - m

x

MFAD = +

MFAD = + 9325

+

25272

MFDA = - -

12 2

2MFDA = -

12

0.33

25272

D

DC

A

DC

AB

0.67

-10035

DA

= -10035-2133-7902=x

AD

-1129

447

-298

188

-125

0.67

9325

8039

-5079

3386

-1340

893

-564

376

-149

-63

42

-17

79200

11

2

47410.6

35960

7111.59

1693

93600

42435

84240

93600 84240

Fig 26

AB

-21384 28572

4020

-21384

28572

13170

-3093

28572

79200

0.33

18052

1495914959


4/26

x 1.80 2=

8

Net B.M. at E = - =

x 1.80 2=

8

Net B.M. at F = - =

For vertical member AD , Simply supported B.M. At mid span

x 1.80

8+

2

3 Case 2 : Dead load and live load from out side and water pressure from inside.

In this case , water pressure having an intensity of zero at A and 9800 x 1.80 = N/m2

w = 79200 N/m2

Itensity = 29266 A E B

And = 42435 - 17640

= 24795

D F C

24795

w = 93600 N/m2

Fig 3

wL2 = #### x 1.80 2=

12

wL2 #### x 1.8

2=

12


12 10

24795 x 1.8 2+ 4470 x 1.8 1.8

10

pL2 WL

12 15

24795 x 1.8 2- 4470 x 1.8 1.8

15

Fixed End Moments

Member


JointMember

Distribution factore 23412

Fix end moment A A

Balance

Carry over

balance 1.8

Carry over

balance

Carry over D D

1.80

29265.82278

4368

0.9

517 -670 24795

-670 -1340 1034 517 16743

4021 2010

2010 -1552

13887

-1552 -3103

0.9

4655 -6031

25272 -7178 7419 -21384

-6031 -12063 9310 4655

138870.33 0.67 0.67 0.33 29266 18189

DC

D A 71280 71280DC DA AD AB

25272 -7178 7419 -21384 23412

DA AD 13887

The moment distribution is carrired out as illustred in table.

AB 13887

MFDA = - x =12 2

-7178 N -m

= 7419 N-m12 2

MFDA = - -

MFAD = + +

MFAD = +

Mfdc= = 25272 N - m12

At D, is acting, in addition to the pressure

considered in case 1. The various pressures

are marked in fig 3 .The vertical walls will thus

be subjected to a net latral pressure of

N/m2At the Top

N/m2at the bottom

Fix end moments will be as under : MFAB=

Similarly, free B.M. at F =

79200

N-m

-

9360037908

18052 14959

79200Free B.M. at mid point E = 32076 N-m

32076 14959 17117

Netlatralpressurediagram

N -m

37908 18052 19856 N-m

29265.8228####

4470.38

N-mNet B.M. = = 16506

imply supporetd at mid sapn

#### =

1/16 x x 1.80 2=2+

14520

1.80

42435.44

17640

1986

-21384 N - m12

x

42435.443

29265.823 29265.82


5/26

balance

Carry over

balance

Carry over

balance

Carry over

balance

Carry over

balanceFinal moment


Vertical reactionat a and B = 0.5 x x 1.8 = N/m2





( -ha x 1.80 ) + 13887 - #### + #### x 1.80 x 1.80 x 1/2

+ x x 1.80 x 1.80 x 2/3

-ha x 1.80 + + +

From which, ha =

Hence , hd =( 24795 + #### )x 1.80 - #### = N

2

x 1.80 2=

8

Net B.M. at E = - =

x 1.80 2=

8

Net B.M. at F = - =


x 1.80

8+

2

4 Case 3 : Dead load and live load on top water pressure from inside no live load on side.

in this case, it is assume that there is no latral oressure due to live load . As before .

N/m2

and the bottom slab is subjected to a load w = 79200 N/m2

Itensity = 93600 N/m2

A E B

1/3 x 12000 = N/m2

1/3 x 18000 = 6000 N/m2

4000 + 6000 h D F C

Earth pressure intensity at top = 4000 17640 w= 93600 N/ 17640

Fig 5

Earth pressure intensity at Bottom= 4000 + 6000 x 1.80 = N/m2

In addition to these, the vertical wall lslab subjectednto water pressure of intensity ZERO at top an

N/m2 at Bottom, acting from inside . The lateral pressure on vertical walls Is shown in fig 5 and 6

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N/m2

14800

17640

25244

Netlatralpressurediagram

4470.379747

The top slab is subjected to a load of '=

1.80

79200

Lateral pressure due to dead load =

4000

Lateral pressure due to soil =

Net B.M. =16743

15315

Hence earth pressure at depth h is =

4368 N-m

4000 4000

2= 10947

13887= - #### =

N-m

imply supporetd at mid sapn24795.443 2+

1/16 x 4470 x 1.80

Similarly, free B.M. at F =93600

37908 N -m

37908 16743 21165

25244

Free B.M. at mid point E =79200

32076 N-m

32076 13887 18189 N-m

1/2 4470

-2856 40168.6 4828.01

23412

79200

79200 71280

93600 84240

16743 -16743 13887 -13887

6 -8

-2 -4 6 3

93600

-8 -17 13 6 Fig 4

25 -19

-19 -38 50 25

57 -74 25244

-74 -149 115 57 84240 84240

21165

223 -172

-172 -345 447 22316743

4000

1.80

14800 14800


6/26

wL2 #### x 1.80 2=

12

wL2 #### x 1.8

2=

12


12 15

4000 x 1.8 2- 4470 x 1.8 1.8

15

pL2

WL 1080 - 48312 10

4000 x 1.8 2- 4470 x 1.8 1.8

10

Fixed End Moments

Member


Joint

Member

Distribution factore

Fix end moment A A

Balance

Carry over

balance 1.8

Carry over

balance

Carry over D D

balance

Carry over

balance

Carry over

balanceCarry over

balance

Carry over

balance

Final moment


Vertical reactionat a and B = 0.5 x x 1.8 = N





( ha x 1.80 ) + 10477 - #### + 4000 x 1.80 x 1.80 x 1/2

- x x 1.80 x 1.80 x 1/3

-ha x 1.80 + + -

From which, ha =

Hence , hd =( 4470 x 1.80 )- 4000 x 1.80 - -673 =

2

x 1.80 2=

8Free B.M. at mid point E =

7920032076 N-m

1/2 4470

-2855 6480 2414

-673

79200

79200 71280

93600 84240

13332 -13332 10477 -10477

10 -11

-3 -6 8 4

93600

-11 -23 19 10 Fig 4

34 -29-29 -57 68 34

86 -103 -673

-103 -205 171 86 84240 84240

24576

308 -257

-257 -513 615 308 447013332

0.9

770 -923 0

-923 -1846 1540 770 13332

5537 2768

2768 -2310

10477 0.9

6929 -830511190

-2310 -4619

25272 -356 598 -21384

-8305 -16611 13857 6929

104770.33 0.67 0.67 0.33 4000 21599

D A 71280 71280

DC DA AD AB

79200 10477

25272 -356 598 -21384 =

The moment distribution is carrired out as illustred in table.

DC DA AD AB 10477

= -356 N -m12 2

MFDA = - +

MFDA = - x

x = 598 N-m12 2

MFAD = + -

MFAD = +

12

Mfdc= = 25272 N - m12

-2504

Fix end moments will be as under : MFAB= = -21384 N - m


7/26

Net B.M. at E = - =

x 1.80 2=

8

Net B.M. at F = - =


x 1.80

8

+

2

5 Design of top slab :

Mid section

The top slab is subjected to following values of B.M. and direct force

The section will be design for maximum B.M. = N -m

for water side force

sst = = 150 N/mm2 = #### N/m3

scbc = = 7 N/mm2 = 9800 N/mm2

m = 13 for water side forcex

13 x 7 + 150

j=1-k/3 = 1 - 0.378 / 3 = J =

R=1/2xc x j x k = 0.5 x 7 x 0.87 x 0.378 = R =

= 300 mm so effective thicknesss = 250 mm

Mr = R . B .D2

= 1.155 x 1000 x 2502= > O.K.

= 872 mm2

150 x 0.874 x 250

3.14xdia2

3.14 x 16 x 164 x100 4

Spacing of Bars = x1000/Ast 201 x 1000 / 872 = 231 say = mm

mm F Bars @ mm c/c

1000 x 201 / 230 = 874 mm2

Bend half bars up near support at distance of L/5 = 1.80 / 5 = 0.40 m

0.1 x( 300 - 100 %

450 - 100

Ast = 0.24 x 300 x 10 = 729 mm2

area on each face= # mm2

3.14xdia2 3.14 x 12 x 12

4 x100 4

Spacing of Bars = 113 x 1000 / 365 = 310 say = mm

Hence Provided # mm c/c on each face

Section at supports :-

Maximum B.M.= N-m. There is direct compression of N also.

But it effect is not considered because the slab is actually reinforced both at top and bottom .

Since steel is at top sst = 190 N/mm2 concrete M 20

k = 0.324 J = 0.89 R = 1.01

190 x 0.892 x 250

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Provide over all thickness

72202327 28572000

230230

= 0.24

201 mm2mm F bars A = =

Ast = BMx100/sstxjxD=28572000

using 16

Ax1000/Ast =

16

using 12 mm F bars

0.874 0.874

1.155 1.155

=

Area of distributionn steel = 0.3 -

Acual Ast provided

Hence Provided

= 0.378 K = 0.378m*c+sst

Case B.M. at ends (A)

28572

wt. of concrete

wt of water

B.M. at Center (E) Direct force (ha)

17117 2857214959

k=m*c

=13 7

18189

(i)

1047721599

23412

-673

(II)

(II)

13887

Simply supporetd at mid sapn =4000 2+

1/16 x 4470 1.80

11190 N-m=

N-m

N-m

x 2= -714.7

Net B.M. =13332 10477

= 11905 + -715

Similarly, free B.M. at F =93600

37908 N -m

37908 13332 24576

32076 10477 21599

230

mm2

310

310mm F Bars @

== 113

= 354 mm2

= =A

14959 28572

\ Ast =14959000


8/26

Area available from the bars bentup from the middle section = / 2 = 437 mm2

354 < 436.9

6 Design of bottom slab:

The bottom slab has the following value of B.M. and direct force.

The section will be design for maximum B.M. = N -m

for water side force

sst = = 150 N/mm2 = #### N/m3

scbc = = 7 N/mm2 = 9800 N/mm2

m = 13 for water side force

x

13 x 7 + 150

j=1-k/3 = 1 - 0.378 / 3 = J =

R=1/2xc x j x k = 0.5 x 7 x 0.87 x 0.378 = R =

1000 x 1.155

230 mm so that d = mm

= 1524 mm2

150 x 0.874 x 180

3.14xdia2 3.14 x 20 x 20

4 x100 4

Spacing of Bars = x1000/Ast 314 x 1000 / 1524 = 206 say = mm

mm F Bars @ mm c/c

1000 x 314 / 200 = 1570 mm2

Bend half bars up near support at distance of L/5 = 1.80 / 5 = 0.40 m

0.1 x( 230 - 100

450 - 100Ast = 0.26 x 230 x 10 = 605 mm

2area on each face= mm

2

3.14xdia2 3.14 x 12 x 12

4 x100 4

Spacing of Bars = 113 x 1000 / 303 = 373 say = mm

Hence Provided # mm c/c on each face

Section at supports :-

Maximum B.M.= N-m. There is direct compression of N also.

But it effect is not considered because the slab is actually reinforced both at top and bottom .

Since steel is at top sst = 190 N/mm2 concrete M 20

k = 0.324 J = 0.89 R = 1.01

190 x 0.892 x 180

Area available from the bars bentup from the middle section = / 2 = 785 mm2

Additional reinforcemet required = -193 mm2

3.14xdia2 3.14 x 12 x 12

4 x100 4

Spacing of Bars = 113 x 1000 / -193 = -586 say = mm

Hence Provided # mm F Bars @ -580 mm c/c throught out the slab, at its bottom.

Provide thickness of bottom slab D=

mm2

Ax1000/Ast = -580

using 12 mm bars A = = = 113

874874

Hence these bars will serve the purpose. However, provide 8 mm dia.

Additional bars @ 200 mm c/c

Case B.M. at Center (F) B.M. at ends (D) Direct force (ha)

(i) 19856 18052 35960

(II) 21165 16743 25244

(II) 24576 13332 -2504

35960

wt. of concrete

wt of water

k=m*c

=13 7

= 0.378 K = 0.378m*c+sst

0.874 0.874

1.155 1.155

227 mmD =

180

20 200

Ast = BMx100/sstxjxD=35960000

using 20 mm bars A =

= 0.26

= = 314 mm2

200

%

303

using 12 mm bars A = = = 113

\ Ast =

18052000

= 592 mm2

18052

Acual Ast provided

\ d =35960000

=

Area of distributionn steel = 0.3 -

Hence Provided

177 mm

1570

Hence these bars will serve the purpose. However, provide 8 mm dia.

Additional bars @ 200 mm c/c

mm2

370

370

Ax1000/Ast =

mm F Bars @

35960

785


9/26


10/26

or 56572 + 111 x 63.14 - 120 x =

m c' 13 x 1.79

n

= 28.11 N/mm2 < 190 N/mm2 O.K.

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=\ c'84240

47124

47124136.86

113.14 )

Stress in steel is less than permissiable Hence section is O.K.

113.14x ( 300 - 50 -

= 1.79 7< Stress is less than permissiable

Also stress in steel t = (D-dc-n) =

N/mm2


11/26

16 m F 460 mm c/c

12 mm F@ 200 mm C/C

16 mm F@ 310 mm C/c

300 16 mm F@

20 mm F@ 230 mm C/C

300 mm C/C

1.50

12 mm F@

310 mm C/C

16 mm F@

200 mm c/c

16 m F 12 mm F

@ 16 mm F

@

400 mm c/c 200 mm C/C 310 mm C/c

300 1.50 300

300

230

Box culverts


12/26

Grade of co M-10 M-15 M-20 M-25 M-30 M-35 M-40

(N/mm2) Kg/m2 (N/mm2) Kg/m

2 (N/mm2) in kg/m2

M 10 3.0 300 2.5 250 -- --

M 15 5.0 500 4.0 400 0.6 60

M 20 7.0 700 5.0 500 0.8 80

M 25 8.5 850 6.0 600 0.9 90

M 30 10.0 1000 8.0 800 1.0 100

M 35 11.5 1150 9.0 900 1.1 110M 40 13.0 1300 10.0 1000 1.2 120

M 45 14.5 1450 11.0 1100 1.3 130

M 50 16.0 1600 12.0 1200 1.4 140

Grade of co M-10 M-15 M-20 M-25 M-30 M-35 M-40

Modular ra

Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40

Modular Ratio 18.67 13.33 10.98 9.33 8.11 7.18 Grad

scbc N/mm2 5 7 8.5 10 11.5 13 t

m scbc 93.33 93.33 93.33 93.33 93.33 93.33

kc 0.4 0.4 0.4 0.4 0.4 0.4

jc 0.867 0.867 0.867 0.867 0.867 0.867

Rc 0.867 1.214 1.474 1.734 1.994 2.254

Pc (%) 0.714 1 1.214 1.429 1.643 1.857

kc 0.329 0.329 0.329 0.329 0.329 0.329

jc 0.89 0.89 0.89 0.89 0.89 0.89

Rc 0.732 1.025 1.244 1.464 1.684 1.903

Pc (%) 0.433 0.606 0.736 0.866 0.997 1.127

kc 0.289 0.289 0.289 0.289 0.289 0.289

jc 0.904 0.904 0.904 0.904 0.904 0.904

Rc 0.653 0.914 1.11 1.306 1.502 1.698

Pc (%) 0.314 0.44 0.534 0.628 0.722 0.816

Table 1.15. PERMISSIBLE DIRECT TENSILE STRESS

Tensilestress 1.2 2.0 2.8 3.2 3.6 4.0 4.4

Table 1.16.. Permissible stress in concrete (IS : 456-2000)

Grade of

concrete

Permission stress in compression (N/mm2) Permissible stress in bond (Average) for

plain bars in tention (N/mm2)Bending acbc Direct (acc)

Table 1.18. MODULAR RATIO

31

(31.11)

19

(18.67)

13

(13.33)

11

(10.98)

9

(9.33)

8

(8.11)

7

(7.18)

Table 2.1. VALUES OF DESIGN CONSTANTS

(a) sst =

140

N/mm2

(Fe 250)

(b) sst =

190N/mm2

(c ) sst =

230

N/mm2

(Fe 415)


13/26

100As 100As Degree sin cos tan

bd bd 10 0.17 0.98 0.18

0.15 0.18 0.18 0.15 11 0.19 0.98 0.19

0.16 0.18 0.19 0.18 12 0.21 0.98 0.21

0.17 0.18 0.2 0.21 13 0.23 0.97 0.23

0.18 0.19 0.21 0.24 14 0.24 0.97 0.25

0.19 0.19 0.22 0.27 15 0.26 0.97 0.27

0.2 0.19 0.23 0.3 16 0.28 0.96 0.29

0.21 0.2 0.24 0.32 17 0.29 0.96 0.31

0.22 0.2 0.25 0.35 18 0.31 0.95 0.32

0.23 0.2 0.26 0.38 19 0.33 0.95 0.340.24 0.21 0.27 0.41 20 0.34 0.94 0.36

0.25 0.21 0.28 0.44 21 0.36 0.93 0.38

0.26 0.21 0.29 0.47 22 0.37 0.93 0.40

0.27 0.22 0.30 0.5 23 0.39 0.92 0.42

0.28 0.22 0.31 0.55 24 0.41 0.92 0.45

0.29 0.22 0.32 0.6 25 0.42 0.91 0.47

0.3 0.23 0.33 0.65 30 0.50 0.87 0.58

0.31 0.23 0.34 0.7 35 0.57 0.82 0.70

0.32 0.24 0.35 0.75 40 0.64 0.77 0.84

0.33 0.24 0.36 0.82 45 0.71 0.71 1.00

0.34 0.24 0.37 0.88 50 0.77 0.64 1.19

0.35 0.25 0.38 0.94 55 0.82 0.57 1.43

0.36 0.25 0.39 1.00 60 0.87 0.50 1.73

0.37 0.25 0.4 1.08 65 0.91 0.42 2.14

0.38 0.26 0.41 1.16

0.39 0.26 0.42 1.25

0.4 0.26 0.43 1.33

0.41 0.27 0.44 1.41

0.42 0.27 0.45 1.50

0.43 0.27 0.46 1.63

0.44 0.28 0.46 1.64

0.45 0.28 0.47 1.75

0.46 0.28 0.48 1.88

0.47 0.29 0.49 2.00

0.48 0.29 0.50 2.130.49 0.29 0.51 2.25

0.5 0.30

0.51 0.30

0.52 0.30

0.53 0.30

0.54 0.30

0.55 0.31

0.56 0.31

Shear stress tc Reiforcement %

M-20 M-20

Value of angle


14/26

0.57 0.31

0.58 0.31

0.59 0.31

0.6 0.32

0.61 0.32

0.62 0.32

0.63 0.320.64 0.32

0.65 0.33

0.66 0.33

0.67 0.33

0.68 0.33

0.69 0.33

0.7 0.34

0.71 0.34

0.72 0.34

0.73 0.34

0.74 0.34

0.75 0.350.76 0.35

0.77 0.35

0.78 0.35

0.79 0.35

0.8 0.35

0.81 0.35

0.82 0.36

0.83 0.36

0.84 0.36

0.85 0.36

0.86 0.36

0.87 0.36

0.88 0.370.89 0.37

0.9 0.37

0.91 0.37

0.92 0.37

0.93 0.37

0.94 0.38

0.95 0.38

0.96 0.38

0.97 0.38

0.98 0.38

0.99 0.38

1.00 0.391.01 0.39

1.02 0.39

1.03 0.39

1.04 0.39

1.05 0.39

1.06 0.39

1.07 0.39

1.08 0.4


15/26

1.09 0.4

1.10 0.4

1.11 0.4

1.12 0.4

1.13 0.4

1.14 0.4

1.15 0.41.16 0.41

1.17 0.41

1.18 0.41

1.19 0.41

1.20 0.41

1.21 0.41

1.22 0.41

1.23 0.41

1.24 0.41

1.25 0.42

1.26 0.42

1.27 0.421.28 0.42

1.29 0.42

1.30 0.42

1.31 0.42

1.32 0.42

1.33 0.43

1.34 0.43

1.35 0.43

1.36 0.43

1.37 0.43

1.38 0.43

1.39 0.43

1.40 0.431.41 0.44

1.42 0.44

1.43 0.44

1.44 0.44

1.45 0.44

1.46 0.44

1.47 0.44

1.48 0.44

1.49 0.44

1.50 0.45

1.51 0.45

1.52 0.451.53 0.45

1.54 0.45

1.55 0.45

1.56 0.45

1.57 0.45

1.58 0.45

1.59 0.45

1.60 0.45


16/26

1.61 0.45

1.62 0.45

1.63 0.46

1.64 0.46

1.65 0.46

1.66 0.46

1.67 0.461.68 0.46

1.69 0.46

1.70 0.46

1.71 0.46

1.72 0.46

1.73 0.46

1.74 0.46

1.75 0.47

1.76 0.47

1.77 0.47

1.78 0.47

1.79 0.471.80 0.47

1.81 0.47

1.82 0.47

1.83 0.47

1.84 0.47

1.85 0.47

1.86 0.47

1.87 0.47

1.88 0.48

1.89 0.48

1.90 0.48

1.91 0.48

1.92 0.481.93 0.48

1.94 0.48

1.95 0.48

1.96 0.48

1.97 0.48

1.98 0.48

1.99 0.48

2.00 0.49

2.01 0.49

2.02 0.49

2.03 0.49

2.04 0.492.05 0.49

2.06 0.49

2.07 0.49

2.08 0.49

2.09 0.49

2.10 0.49

2.11 0.49

2.12 0.49


17/26

2.13 0.50

2.14 0.50

2.15 0.50

2.16 0.50

2.17 0.50

2.18 0.50

2.19 0.502.20 0.50

2.21 0.50

2.22 0.50

2.23 0.50

2.24 0.50

2.25 0.51

2.26 0.51

2.27 0.51

2.28 0.51

2.29 0.51

2.30 0.51

2.31 0.512.32 0.51

2.33 0.51

2.34 0.51

2.35 0.51

2.36 0.51

2.37 0.51

2.38 0.51

2.39 0.51

2.40 0.51

2.41 0.51

2.42 0.51

2.43 0.51

2.44 0.512.45 0.51

2.46 0.51

2.47 0.51

2.48 0.51

2.49 0.51

2.50 0.51

2.51 0.51

2.52 0.51

2.53 0.51

2.54 0.51

2.55 0.51

2.56 0.512.57 0.51

2.58 0.51

2.59 0.51

2.60 0.51

2.61 0.51

2.62 0.51

2.63 0.51

2.64 0.51


18/26

2.65 0.51

2.66 0.51

2.67 0.51

2.68 0.51

2.69 0.51

2.70 0.51

2.71 0.512.72 0.51

2.73 0.51

2.74 0.51

2.75 0.51

2.76 0.51

2.77 0.51

2.78 0.51

2.79 0.51

2.80 0.51

2.81 0.51

2.82 0.51

2.83 0.512.84 0.51

2.85 0.51

2.86 0.51

2.87 0.51

2.88 0.51

2.89 0.51

2.90 0.51

2.91 0.51

2.92 0.51

2.93 0.51

2.94 0.51

2.95 0.51

2.96 0.512.97 0.51

2.98 0.51

2.99 0.51

3.00 0.51

3.01 0.51

3.02 0.51

3.03 0.51

3.04 0.51

3.05 0.51

3.06 0.51

3.07 0.51

3.08 0.513.09 0.51

3.10 0.51

3.11 0.51

3.12 0.51

3.13 0.51

3.14 0.51

3.15 0.51


19/26

M-15 M-20 M-25 M-30 M-35 M-40

0.18 0.18 0.19 0.2 0.2 0.20.22 0.22 0.23 0.23 0.23 0.23

0.29 0.30 0.31 0.31 0.31 0.32

0.34 0.35 0.36 0.37 0.37 0.38

0.37 0.39 0.40 0.41 0.42 0.42

0.40 0.42 0.44 0.45 0.45 0.46

0.42 0.45 0.46 0.48 0.49 0.49

0.44 0.47 0.49 0.50 0.52 0.52

0.44 0.49 0.51 0.53 0.54 0.55

0.44 0.51 0.53 0.55 0.56 0.57

0.44 0.51 0.55 0.57 0.58 0.60

0.44 0.51 0.56 0.58 0.60 0.62

0.44 0.51 0.57 0.6 0.62 0.63

300 or more 275 250 225 200 175 150 or less

1.00 1.05 1.10 1.15 1.20 1.25 1.30

M-15 M-20 M-25 M-30 M-35 M-40

1.6 1.8 1.9 2.2 2.3 2.5

e of concre 10 15 20 25 30 35 40 45

d (N / mm -- 0.6 0.8 0.9 1 1.1 1.2 1.3

tbd (N / mm2) kd = LdF

M 15 60

M 20 45

M 25 40

M 30 36

M 35 33

M 40 30

M 45 28

M 50 26

Table 3.1. Permissible shear stress Table tc in concrete (IS : 456-2000)100As Permissible shear stress in concrete tc N/mm

2

bd

< 0.150.25

0.50

0.75

1.00

1.25

1.50

1.75

2.00

2.25

2.50

2.75

3.00 and above

Table 3.2. Facor k

Over all depth of slab

k

Table 3.3. Maximum shear stress tc.max in concrete (IS : 456-2000)

Grade of concrete

tc.max

1.44

Table 3.4. Permissible Bond stress Table tbd in concrete (IS : 456-2000

Table 3.5. Development Length in tension

Grade of

concrete

Plain M.S. Bars H.Y.S.D. Bars

kd = LdF tbd (N / mm2)

1.92

0.6 58 0.96

0.8 44 1.28

0.9 39

2.08

1.4 25 2.24

1 35 1.6

1.1 32 1.76

1.3 27

1.2 29


20/26

tan Degree sin cos

0.18 10 0.17 0.98

0.19 11 0.19 0.98

0.21 12 0.21 0.98

0.23 13 0.23 0.97

0.25 14 0.24 0.97

0.27 15 0.26 0.97

0.29 16 0.28 0.96

0.31 17 0.29 0.96

0.32 18 0.31 0.95

0.34 19 0.33 0.950.36 20 0.34 0.94

0.38 21 0.36 0.93

0.40 22 0.37 0.93

0.42 23 0.39 0.92

0.45 24 0.41 0.92

0.47 25 0.42 0.91

0.58 30 0.50 0.87

0.70 35 0.57 0.82

0.84 40 0.64 0.77

1.00 45 0.71 0.71

1.19 50 0.77 0.64

1.43 55 0.82 0.57

1.73 60 0.87 0.50

2.14 65 0.91 0.42

Value of angle


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Box Culvert Chesirimion

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