62786840 box culvert by b c punmia example 30 2

7/23/2019 62786840 Box Culvert by B C Punmia Example 30 2

1/39

DESIGN OF BOX TYPE CULVERT

1 In side diamentions 3.50 m x 3.50 m

2 Super imposed load 12000

3 Live load 45000

4 Wieght of soil 180005 Angle of repose 30 Degree

6 ominal !over top " #ottom 50 mm ominal !over side 50 mm

6 $o!rete %& 20 't( of !on!rete 25000

7 m 13

) Steel 415 150 190

* +hi!,ess of side 'all 330 mm thi!,ness of side 'all is -.

+hi!,ness of top sla# 320 mm -(.(

+hi!,ness of #ottom sla# 350 mm

/ Reinforcement

+op sla# %ain 20 130 mm !"!

Distri#ution 8 130 mm !"!

At supports 8 200 mm !"!

0ottom sla# %ain 20 120 mm !"!


At supports 8 300 mm !"! +hrough out sla# at #ottom

Side verti!al 'all erti!al 20 300 mm !"! 0oth side -(.(


2 26 mm !"!

* 2 mm $"$

* 13 mm $"!

32

) 2

2 13 mm $"$

3 mm $"$

3(5

*

13 mm $"$

2

12 mm !"!

35

2 * *

24 mm !"! 2 mm $"$ 13 mm $"!

"m3

"m2

"m2

,g"m3

!#! "m

2

ter side st "m2

st "m2

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm mm mm


2/39

p,nand'anaahoo(!o(in
mailto:[email protected]:[email protected]


3/39

DSI7 -8 0-9 +:; $ along 'ith the externalloads> Due to smmetr> half offrame ?i(e( AEFD@ of #ox !ulvert is!onsidered for moment distri#ution(Sin!e all the mem#ers have uniformthi!,ness> and uniform diamentions>the relative stiffness . forAD'ill #e

eEual to 1 'hile the relative stiffnessforAEand DF'ill #e 1"2(

"m2

"m2


4/39

1C 2"3

1"2C

11"2 11"2

8ix end moments 'ill #e as under F C6525 x 3(*2

&)/346(2 & m12 12

C*12* x 3.82

/*)51(/1 & m12 12

WL Where W is the total tringular earth pressure(12 15

1/ x 3(*2 22/2 x 3(*2

x3.82

C 34254 &m12 2 15

& &WL

12 15

&1/ x 3(*2 22/2 x 3(*2

x3.82

C &2315 &16)23 C12 2 10

The !"e#$ %&'$(&)*$&!# &' +,((&e% !*$ ,' &--*'$(,$e $,)-e

Fixed End Moments

%em#er D$ DA AD A0 55)5 6525

/*)51(/* &3/*2* 34254 &)/346 46*52

Goint D A 12462)(5

%em#er D$ DA AD A0 46*5255)5

Distri#ution fa!tore (33 (6) (6) (33 1/

8ix end moment /*)51(/* &3/*2* 34254 &)/346 A A

0alan!e &1/641 &3/2*3 361 1531 55)5 1(/

$arr over 1531 &1/641)1/)

#alan!e &51 &12 13/4 654) 3(*2 m

$arr over 654) &51

#alan!e &21*2 &4365 334 16) )123 1(/

$arr over 16) &21*2 22/2 D D

#alan!e &55) &1113 1455 )2) 41/2 6/*1)123

$arr over )2) &55)

#alan!e &242 &4*5 3)1 1*6 155514

$arr over 1*6 &242 6/*1

#alan!e &62 &124 162 *1

$arr over *1 &62 *12*

#alan!e &2) &54 41 21 8ig 2

$arr over 21 &2)

#alan!e &) &14 1* /

8inal moment 71023 71023 55075 55075

8or horiBontal sla# A0> !arring


5/39

en!e > hd C? 1/ 41/2 @x 3(*3 & 46*52 C /9810

2

8ree 0(%( at mid point C6525 x 3(*3

119/44 &m*

et 0(%( at C 11/644 & 55)5 C /45/9 &m

Similarl> free 0(%( at 8 C*12*(22454 x 3(*3

14*/4(4 &m*

et 0(%( at 8 C 14*/4(4156 & )123 C 77881 &m8or verti!al mem#er AD > Simpl supported 0(%( At mid span

impl supporetd at mid sapn1/ x 3(*3

1"16 x 22/2 x 3(*3 55*52*

et 0(%( C)123 55)5

C 634/ & 55*52 C 71972

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

In this !ase > 'ater pressure having an intensit of Bero at A and 9800 x 3(*2 C 3)436

' C 6525

1/ 1/

Itensit C 1/ A 0 14516

And C 41/2 & 3)436

C 44*4 3(*3

3(*2

D 8 $

41/2 41/2

' C *12*(224543*

8ig 3

8ix end moments 'ill #e as under FC 6525 x 3(*3

797/2.1 & m12 12

C*12* x 3.83

992/9./1 & m12 12

WL Where W is the total tringular earth pressure(

12 1

44*4 x 3(*3 14516 x 3(*3

x3.83

C 1/128 &m12 2 10

& &WL

12 15

&44*4 x 3(*3 14516 x 3(*3

x3.83

C 12579 &m12 2 15

The "!"e#$ %&'$(&)*$&!# &' +,((&(e% !*$ ,' &--*'$(e% $,)-e.

Fixed End Moments

%em#er D$ DA AD A0 456/ 6525

//26/(61 &125)/ 1612* &)/)62 23451

Goint D A 12462)(5

%em#er D$ DA AD A0456/

Distri#ution fa!tore (33 (6) (6) (33 1/ 234518ix end moment //26/(61 &125)/ 1612* &)/)62 A A

0alan!e 2**/) 5))/4 42423 21211 456/ 1 /


2C

2C

22C

At D> is a!ting> in addition to the pressure!onsidered in !ase 1( +he various pressuresare mar,ed in fig 3 (+he verti!al 'alls 'ill thus#e su#He!ted to a net latral pressure of

"m2

"m2At the +op

"m2 at the #ottom

"m2

%8A0

C'L2 2C

%fd!

C'L2 2C

%8AD

CpL2

%8AD

C2

%8DA

CpL2

%8DA

C2&

+he moment distri#ution !arried out as per ta#le 1 for+,'e 1


6/39

#alan!e &)) &14141 1/265 /632 3(*2

$arr over /632 &))

#alan!e &3211 &6422 4)14 235) 5**13 1(/

$arr over 235) &3211 44*4 D D

#alan!e &)*6 &15)1 2141 1) 21445**13

$arr over 1) &)*6

#alan!e &35) &)14 524 262 1551*

$arr over 262 &35) 2144

#alan!e &*) &1)5 23* 11/

$arr over 11/ &*) *12*

#alan!e &4 &)/ 5* 2/ 8ig 4

$arr over 2/ &4

#alan!e &1 &1/ 26 13

8inal moment 5**13 &5**13 456/ &456/

8or horiBontal sla# A0> !arring


7/39

arth pressure intensit at top C 4 3)436 'C *12*(224543* 3)436

8ig 5

arth pressure intensit at 0ottomC 4 6 x 3(*2 C 26/2

In addition to these> the verti!al 'all lsla# su#He!tednto 'ater pressure of intensit J=- at top and

"m2 at 0ottom> a!ting from inside ( +he lateral pressure on verti!al 'alls Is sho'n in fig 5 and 6

8ix end moments 'ill #e as under F C6525 x 3(*3

797/2.1 & m12 12

C*12* x 3.83

992/9./1 & m12 12

&WL Where W is the total tringular earth pressure(

12 15

4 x 3(*3 14516 x 3(*3

x3.83

C 2209 &m12 2 15

& WL 4**/(6 & )/*

12 1

&4 x 3(*3 14516 x 3(*3

x3.83

C 5757 &m12 2 10

The "!"e#$ %&'$(&)*$&!# &' +,((&(e% !*$ ,' &--*'$(e% $,)-e.

Fixed End Moments

%em#er D$ DA AD A0 35/2 6525

//26/(61 5)5) &22/ &)/)62 C

Goint D A 12462)(5

%em#er D$ DA AD A035/2

Distri#ution fa!tore (33 (6) (6) (33 4

8ix end moment //26/(61 5)5) &22/ &)/)62 A A

0alan!e &35/ &)1* 5464) 2)324 35/2 1(/

$arr over 2)324 &35/4*)4*

#alan!e &/1* &1*216 2333/ 116) 3(*2

$arr over 116) &/1*

#alan!e &3*/ &))* 6)2 336 4/646 1(/

$arr over 336 &3*/ D D

#alan!e &112 &224 25/3 12/) 145164/646

$arr over 12/) &112

#alan!e &432 &*64 6)5 33) 1551*

$arr over 33) &432 52

#alan!e &112 &225 2** 144

$arr over 144 &112 *12*

#alan!e &4* &/6 )5 3) 8ig 4

$arr over 3) &4*

#alan!e &12 &25 32 16

8inal moment 4/646 &4/646 35/2 &35/2

8or horiBontal sla# A0> !arring for the 0ottom sla# D$ !arring in!luding loading> 0(%( And rea!tions are sho'n in fig(6

"m2 "

"m2


%8A0

C'L2 2C

%fd!

C'L2 2C

%8AD

CpL2

%8AD

C2&

%8DA

CpL2

%8DA

C2&

+he moment distri#ution !arried out as per ta#le 1 for+,'e 1

"m2(

"m2


8/39

& 1"2 x 14516 x 3.82 x 3(*2 x 1"3

&ha x 3(*2 &13)44 2/1*4(* & 3534

8rom 'hi!h> ha C 5200

en!e > hd C? 14516 x 3(*2 @& 4 x 3(*2 & 52 7245.5/

2

8ree 0(%( at mid point C6525 x 3(*3

119/44 &m*

et 0(%( at C 11/644 & 35/2 C 83742 &m

Similarl> free 0(%( at 8 C*12* x 3(*3

14*/4(4 &m*

et 0(%( at 8 C 14*/4(4156 & 4/646 C 99258 &m

8or verti!al mem#er AD > Simpl supported 0(%( At mid span

Simpl supporetd at mid sapn C4 x 3(*3

1"16 x 14516 x 3(*3 5/)3(/1*

et 0(%( C4/646 35/2

C 42))4 5/)4 C 487482

5 Design of top slab :

Mid section

+he top sla# is su#He!ted to follo'ing values of 0(%( and dire!t for!e

$ase 0(%( at $enter ?@ 0(%( at ends ?A@ Dire!t for!e ?ha@

?i@ 6456/ 55)5 46*52

?II@ )3/51 456/ 23451

?II@ *3)42 35/2 52

+he se!tion 'ill #e design for maximum 0(%( C 83742 N "

!( ,$e( '&%e !(+e

= 15 't( of !on!rete C 25

= ) 't of 'ater C /*

m = 13 for 'ater

mK!C

13 x )C 0.378 . C

13 x ) 15

= 1 & (3)* " 3 C 0.874 G C

= (5 x ) x (*) x (3)* C 1.155 = C

P(!&%e !e( ,-- $h&+#e'' C 320 mm so effe!tive thi!,nesss C 270

= 1(155 x 1 x 2) 8421/794 83742000

Ast C

*3)42 C 23/5

15 x (*)4 x 2)

using 20 A C C3(14 x 2 x 2

C4 x1 4

Spa!ing of 0ars C x1"Ast 314 x 1 " 2365 C 133 sa C 130

6e#+e P(!&%e% 20 130 "" ++

+*,- '$ (!&%e% 1 x 314 " 13 C 2415

0end half #ars up near support at distan!e of L"5 C 3(*3 " 5 C (* m

Area of distri#utionn steel C (3 &(1 x? 32 & 1

C (24

45 & 1

C (24 x 32 x 1 C )5/ M

using 8 A C C3(14 x * x *

C4 x1 4

2C

2C

22C

st C "mm2 "m3

!#! C "mm2 "mm2

CmK!st

:C1&,"3

RC1"2x! x H x ,

%r C = ( 0 (D2 2C

0%x1"

stxHxDC

mm2

mm #ars3(14xdia2

mm 0ars

mm2

Ast mm

2 area on ea!h fa!eC

mm #ars3(14xdia2


9/39

Section at supports :-

%aximum 0(%(C 55)5 &m( +here is dire!t !ompression of 46*52

0ut it effe!t is not !onsidered #e!ause the sla# is a!tuall reinfor!ed #oth at top and #ottom (

Sin!e steel is at top C 1/ !on!rete % 2

, C (323* G C (*/21 = C 1(11/*35/

C55)5

C 1241/ x (*/21 x 2)

Area availa#le from the #ars #entup from the middle se!tion C 2415 " 2 C 12*

124 N 12)()

6 Design of bottom slab:

+he #ottom sla# has the follo'ing value of 0(%( and dire!t for!e(

$ase 0(%( at $enter ?8@ 0(%( at ends ?D@ Dire!t for!e ?ha@

?i@ ))**1 )123 6/*1

?II@ */315 5**13 2144

?II@ //25* 4/646 )246

+he se!tion 'ill #e design for maximum 0(%( C 99258 N "

!( ,$e( '&%e !(+e

= 15 't( of !on!rete C 25

= ) 't of 'ater C /*

m = 13 for 'ater

mK!C

13 x )C 0.378 . C

13 x ) 15

= 1 & (3)* " 3 C 0.874 G C

= (5 x ) x (*) x (3)* C 1.155 = C

C//25*416

C 2/4 mm D 344 mm1 x 1(155

P(!&%e $h&+#e'' ! )!$$!" '-,) D 350 mm so that d C 300 mm

Ast C//25*416 C 2523

15 x (*)4 x 3

using 20 mm #ars A C C3(14 x 2 x 2

C4 x1 4

Spa!ing of 0ars C x1"Ast 314 x 1 " 2523 C 124 sa C 120

6e#+e P(!&%e% 20 120 "" ++

+*,- '$ (!&%e% 1 x 314 " 12 C 261)

0end half #ars up near support at distan!e of L"5 C 3(*3 " 5 C (* m

Area of distri#utionn steel C (3 &(1 x? 35 & 1

C (23 45 & 1

C (23 x 35 x 1 C *

using 8 mm #ars A C C3(14 x * x *

C4 x1 4

Spa!ing of 0ars C Ax1"Ast C 5 x 1 " 4 C 126 sa C 120

6e#+e P(!&%e% 8 120 "" ++ !# e,+h

Section at supports :-

%aximum 0(%(C )123 &m( +here is dire!t !ompression of 6/*1

0ut it effe!t is not !onsidered #e!ause the sla# is a!tuall reinfor!ed #oth at top and #ottom (

Sin!e steel is at top C 1/ !on!rete % 2

st "mm

2

Ast mm2


en!e these #ars 'ill serve the purpose( o'ever> provide * mm dia( Additio2 mm !"!

st C "mm2 "m3

!#! C "mm2 "mm2

CmK!st

:C1&,"3

RC1"2x! x H x ,

%

0%x1"stxHxDCmm2

3(14xdia2

mm 0ars

mm2

Ast mm

2 area on ea!h fa!eC

3(14xdia2

mm 0ars

st "mm

2


10/39

1/ x (*/21 x 3

Area availa#le from the #ars #entup from the middle se!tion C 261) " 2 C 13*

13/) O 13*(3 8ail > hen!e additional reinfor!ement 'ill provided(

Additional reinfor!emet reEuired C **(66666666)

using 8 mm #ars A C C3(14 x * x *

C4 x1 4

Spa!ing of 0ars C Ax1"Ast C 5 x 1 " */ C 56) sa C 5/06e#+e P(!&%e% 8 300 "" ++ $h(!*;h$ !*$ $he '-,)< ,$ &$' )!$$!".

) De'&;# ! '&%e ,--=

+he side 'all has the follo'ing value of 0(%( and dire!t for!e(

$ase 0(%( at $enter ?8@ 0(%( at ends ?D@ Dire!t for!e ?ha@

?i@ )1/) )123 155514

?II@ 3523 5**13 1551*

?II@ 4*)4* 4/646 1551*

+he se!tion 'ill #e design for maximum 0(%( C 71023 N "< ,#% %&(e+$ !(+e C 1555

!!entri!it C)123 x 1

C 45) mm155514

proposed thi!,ness of side 'all C 33 mm e " D 45) " 33 C 1(3* N

thi!,ness of side 'all is -.

Let us reinfor!e the se!tion 'ith 20 300 mm !"! provided on #oth fa!es> as sho'

in fig xxx ( With !over of 5 mm and D C 33 mm

As! C Ast C1

x3(14 x 2 x 2

C 14)3 4

+he depth of (A( is !omputed from follo'ing expressionF

n

3 3 nC e

D& dt

# n ?m &1@ As! n & d!& m Ast

D & dt & n 2

n n

or

1 n33 & 5 &

n 12 x

146(666666)x n & 5

2 3 n

1 n12 x

14)x n & 5 & 13 x

14)x 33 &

2 n n

5 n 2* &n

n & 5 x&1256

3 nC 45)

5 n1256

x n & 5 &136)

x 2* & nn n

14 n & 16) &1256 &&62*

nC 5)2

5 n 1256 &62*

&3*/*66(66666)

136)n n

multipl # n

14 n2 & 16) n3 &1256 n & &62*C

5 n2 1256 n& 62* & 3*/*66(66666) 136) n

mm2

3(14xdia2

mm 0ars

mm #ars

mm2

# n D & dt & ?m & 1@As! 1 ?n & d!@?D & dt& d!@

n2


11/39

2*6 n2 14/6)333 n & 253*45/)33

&146 n2 & 13)11333 n & &24)565/)33 C 16)

&*)6 n2 *226* n & 14*53/5* C

S!- $h&' $(&,- ,#% e((!( e ;e$< # C 91.47 mm

? 5 x /1(4) 12 x 14)

? /1(4) & 5 @ &13 x

/1(4) /1(4x ? 33 & 5 & /1(4) @

or 45)34 13)(32 x 41(4) & 14*(* x 1**(53 C 233*3

C155514

C /./5 N 7 Stress is less than pe233*3

Also stress in steel t Cm !

?D&d!&n@ C13 x 6(65

x ? 33 & 5 & /1(4)n /1(4)

C 178.21 "mm2 N 190 "mm2 O.>.

Stress in steel is less than permissia#le en!e se!tion is -(.(

n3

n3

!


! "mm2


12/39



13/39

>

2


14/39

1"3

&3/*2*

55)5

12462)(5

6456/

1

1

))**1

155514


15/39

&m

1/

etlatralpressurediagram

44*4

456/

12462)(5

)3/51

1

"m2


16/39

1

*/315

1551*

&m

tlatralpressurediagram


17/39

3)436

35/2

12462)(5

*3)42

1

1

//25*

1551*


18/39

&m

side for!e

(3)*

(*)4

1(155

mm

O.>.

314

mm

5

mm2

mm2

mm2


19/39

lso(

side for!e

(3)*

(*)4

1(155

314

mm

5

mm

+e

lso(

mm2

nal #ars

mm2

mm2

mm2


20/39

5

mm

14

1(5 -.

x &1

5 & n

115

5)2

mm2

mm2


21/39

14)

)

rmissia#le

@


22/39


23/39

B!? +*-e($'

2 26 mm !"!

* 2 mm $"$

* 13 mm $"!

32

) 2

2 13 mm $"$

3 mm $"$

3(5

*

13 mm $"$

2

12 mm !"!

35

2* *

24 mm !"! 2 mm $"$ 13 mm $"!

33 3(5 33

m

mm

mm

mm

mm

mm

mm

m mm mm


24/39

7rade of !o %&1 %&15 %&2 %&25 %&3 %&35 %&4 #

1(2 2( 2(* 3(2 3(6 4( 4(4(

(

(

1(

1(

?"mm2@ ?"mm2@ ?"mm2@ 1(

% 1 3( 3 2(5 25 && && 1(

% 15 5( 5 4( 4 (6 6 2(

% 2 )( ) 5( 5 (* * 2(

% 25 *(5 *5 6( 6 (/ / 2(

% 3 1( 1 *( * 1( 1 2(% 35 11(5 115 /( / 1(1 11 3( an

% 4 13( 13 1( 1 1(2 12

% 45 14(5 145 11( 11 1(3 13

% 5 16( 16 12( 12 1(4 14

-ver all de

7rade of !o %&1 %&15 %&2 %&25 %&3 %&35 %&4

%odular ra

7rade of

7rade of !on!rete %&15 %&2 %&25 %&3 %&35 %&4

%odular =atio 1*(6) 13(33 1(/* /(33 *(11 )(1* 7rade of !on!r

5 ) *(5 1 11(5 13

/3(33 /3(33 /3(33 /3(33 /3(33 /3(33

(4 (4 (4 (4 (4 (4

(*6) (*6) (*6) (*6) (*6) (*6)

(*6) 1(214 1(4)4 1()34 1(//4 2(254

()14 1 1(214 1(42/ 1(643 1(*5)

(32/ (32/ (32/ (32/ (32/ (32/ % 15

(*/ (*/ (*/ (*/ (*/ (*/ % 2

()32 1(25 1(244 1(464 1(6*4 1(/3 % 25

(433 (66 ()36 (*66 (//) 1(12) % 3

(2*/ (2*/ (2*/ (2*/ (2*/ (2*/ % 35

(/4 (/4 (/4 (/4 (/4 (/4 % 4

(653 (/14 1(11 1(36 1(52 1(6/* % 45

+a#le 1(15( PERISSIBLE DIRECT TENSILE STRESSa#le 3(1(

1

+ensilestress"mm2

N

+a#le 1(16(( Pe("&''&)-e '$(e'' +!#+(e$e @IS = 45/2000A

7rade of!on!rete

;ermission stress in !ompression ?"mm2@ ;ermissi#le stress in #ond ?Average@ forplain #ars in tention ?"mm2@0ending

!#! Dire!t ?!!@

.g"m2 .g"m2 in ,g"m2

+a#le 1(1*( ODULR RTIO

+a#le 3( 31?31(11@

1/?1*(6)@

13?13(33@

11?1(/*@

/?/(33@

*?*(11@

)?)(1*@

!(+a#le 2(1. VLUES OF DESIGN CONSTNTS

+

!#!

"mm2 #d ? " mm

m !#!

?a@ stC

14"mm2?8e 25@

,!

H!

=! 7rade of

!on!rete;!?@

?#@ stC

1/"mm2

,!

H!

=!

;!?@

?! @ stC

23"mm2

,!

H!

=!


25/39

(314 (44 (534 (62* ()22 (*16 % 5

=eifor!ement alue of angle

M-2! M-2! Degree sin !os tan

bd bd 1 (1) (/* (1*

(15 (1* (1* (15 11 (1/ (/* (1/

(16 (1* (1/ (1* 12 (21 (/* (21

(1) (1* (2 (21 13 (23 (/) (23

(1* (1/ (21 (24 14 (24 (/) (25

(1/ (1/ (22 (2) 15 (26 (/) (2)

(2 (1/ (23 (3 16 (2* (/6 (2/(21 (2 (24 (32 1) (2/ (/6 (31

(22 (2 (25 (35 1* (31 (/5 (32

(23 (2 (26 (3* 1/ (33 (/5 (34

(24 (21 (2) (41 2 (34 (/4 (36

(25 (21 (2* (44 21 (36 (/3 (3*

(26 (21 (2/ (4) 22 (3) (/3 (4

(2) (22 (3 (5 23 (3/ (/2 (42

(2* (22 (31 (55 24 (41 (/2 (45

(2/ (22 (32 (6 25 (42 (/1 (4)

(3 (23 (33 (65 3 (5 (*) (5*

(31 (23 (34 () 35 (5) (*2 ()

(32 (24 (35 ()5 4 (64 ()) (*4(33 (24 (36 (*2 45 ()1 ()1 1(

(34 (24 (3) (** 5 ()) (64 1(1/

(35 (25 (3* (/4 55 (*2 (5) 1(43

(36 (25 (3/ 1( 6 (*) (5 1()3

(3) (25 (4 1(* 65 (/1 (42 2(14

(3* (26 (41 1(16

(3/ (26 (42 1(25

(4 (26 (43 1(33

(41 (2) (44 1(41

(42 (2) (45 1(5

(43 (2) (46 1(63(44 (2* (46 1(64

(45 (2* (4) 1()5

(46 (2* (4* 1(**

(4) (2/ (4/ 2(

(4* (2/ (5 2(13

(4/ (2/ (51 2(25

(5 (3

(51 (3

e ;!?@

Shear stress t!

100'

100'


26/39

(52 (3

(53 (3

(54 (3

(55 (31

(56 (31

(5) (31

(5* (31

(5/ (31

(6 (32

(61 (32

(62 (32

(63 (32

(64 (32

(65 (33

(66 (33

(6) (33

(6* (33

(6/ (33() (34

()1 (34

()2 (34

()3 (34

()4 (34

()5 (35

()6 (35

()) (35

()* (35

()/ (35

(* (35

(*1 (35(*2 (36

(*3 (36

(*4 (36

(*5 (36

(*6 (36

(*) (36

(** (3)

(*/ (3)

(/ (3)

(/1 (3)

(/2 (3)(/3 (3)

(/4 (3*

(/5 (3*

(/6 (3*

(/) (3*

(/* (3*

(// (3*

1( (3/


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1(1 (3/

1(2 (3/

1(3 (3/

1(4 (3/

1(5 (3/

1(6 (3/

1() (3/

1(* (4

1(/ (4

1(1 (4

1(11 (4

1(12 (4

1(13 (4

1(14 (4

1(15 (4

1(16 (41

1(1) (41

1(1* (411(1/ (41

1(2 (41

1(21 (41

1(22 (41

1(23 (41

1(24 (41

1(25 (42

1(26 (42

1(2) (42

1(2* (42

1(2/ (42

1(3 (421(31 (42

1(32 (42

1(33 (43

1(34 (43

1(35 (43

1(36 (43

1(3) (43

1(3* (43

1(3/ (43

1(4 (43

1(41 (441(42 (44

1(43 (44

1(44 (44

1(45 (44

1(46 (44

1(4) (44

1(4* (44

1(4/ (44


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1(5 (45

1(51 (45

1(52 (45

1(53 (45

1(54 (45

1(55 (45

1(56 (45

1(5) (45

1(5* (45

1(5/ (45

1(6 (45

1(61 (45

1(62 (45

1(63 (46

1(64 (46

1(65 (46

1(66 (46

1(6) (461(6* (46

1(6/ (46

1() (46

1()1 (46

1()2 (46

1()3 (46

1()4 (46

1()5 (4)

1()6 (4)

1()) (4)

1()* (4)

1()/ (4)1(* (4)

1(*1 (4)

1(*2 (4)

1(*3 (4)

1(*4 (4)

1(*5 (4)

1(*6 (4)

1(*) (4)

1(** (4*

1(*/ (4*

1(/ (4*1(/1 (4*

1(/2 (4*

1(/3 (4*

1(/4 (4*

1(/5 (4*

1(/6 (4*

1(/) (4*

1(/* (4*


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1(// (4*

2( (4/

2(1 (4/

2(2 (4/

2(3 (4/

2(4 (4/

2(5 (4/

2(6 (4/

2() (4/

2(* (4/

2(/ (4/

2(1 (4/

2(11 (4/

2(12 (4/

2(13 (5

2(14 (5

2(15 (5

2(16 (52(1) (5

2(1* (5

2(1/ (5

2(2 (5

2(21 (5

2(22 (5

2(23 (5

2(24 (5

2(25 (51

2(26 (51

2(2) (51

2(2* (512(2/ (51

2(3 (51

2(31 (51

2(32 (51

2(33 (51

2(34 (51

2(35 (51

2(36 (51

2(3) (51

2(3* (51

2(3/ (512(4 (51

2(41 (51

2(42 (51

2(43 (51

2(44 (51

2(45 (51

2(46 (51

2(4) (51


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2(4* (51

2(4/ (51

2(5 (51

2(51 (51

2(52 (51

2(53 (51

2(54 (51

2(55 (51

2(56 (51

2(5) (51

2(5* (51

2(5/ (51

2(6 (51

2(61 (51

2(62 (51

2(63 (51

2(64 (51

2(65 (512(66 (51

2(6) (51

2(6* (51

2(6/ (51

2() (51

2()1 (51

2()2 (51

2()3 (51

2()4 (51

2()5 (51

2()6 (51

2()) (512()* (51

2()/ (51

2(* (51

2(*1 (51

2(*2 (51

2(*3 (51

2(*4 (51

2(*5 (51

2(*6 (51

2(*) (51

2(** (512(*/ (51

2(/ (51

2(/1 (51

2(/2 (51

2(/3 (51

2(/4 (51

2(/5 (51

2(/6 (51


31/39

2(/) (51

2(/* (51

2(// (51

3( (51

3(1 (51

3(2 (51

3(3 (51

3(4 (51

3(5 (51

3(6 (51

3() (51

3(* (51

3(/ (51

3(1 (51

3(11 (51

3(12 (51

3(13 (51

3(14 (513(15 (51


32/39

d %&15 %&2 %&25 %&3 %&35 %&4

(1* (1* (1/ (2 (2 (25 (22 (22 (23 (23 (23 (23

(2/ (3 (31 (31 (31 (32

5 (34 (35 (36 (3) (3) (3*

(3) (3/ (4 (41 (42 (42

5 (4 (42 (44 (45 (45 (46

(42 (45 (46 (4* (4/ (4/

5 (44 (4) (4/ (5 (52 (52

(44 (4/ (51 (53 (54 (55

5 (44 (51 (53 (55 (56 (5)

(44 (51 (55 (5) (5* (6

5 (44 (51 (56 (5* (6 (62 d a#ove (44 (51 (5) (6 (62 (63

pth of sla# 3 or more 2)5 25 225 2 1)5 15 or less

1( 1(5 1(1 1(15 1(2 1(25 1(3

!on!rete %&15 %&2 %&25 %&3 %&35 %&4

1(6 1(* 1(/ 2(2 2(3 2(5

1 15 2 25 3 35 4 45 5

&& (6 (* (/ 1 1(1 1(2 1(3 1(4

;lain %(S( 0ars (:(S(D( 0ars

(6 5* (/6 6

(* 44 1(2* 45

(/ 3/ 1(44 4

1 35 1(6 36

1(1 32 1()6 33

1(2 2/ 1(/2 3

1(3 2) 2(* 2*

Pe("&''&)-e 'he,( '$(e'' T,)-e + +!#+(e$e @IS = 45/2000

As

;ermissi#le shear stress in !on!rete t! "mm2

(15

+a#le 3(2( F,+!(

3( ,?&"*" 'he,( '$(e'' !(m,?

+!#+(e$e @IS = 45/2000A

ax

#le 3(4. Pe("&''&)-e B!#% '$(e'' T,)-e )%

+!#+(e$e @IS = 45/2000A

+a#le 3(5. Dee-!"e#$ Le#;$h $e#'&!#

#d

? " mm2@ ,dC L

d

#d ? " mm2@ ,

dC L

d


33/39

1(4 25 2(24 26

alue of angle

tan Degree sin !os

(1* 1 (1) (/*

(1/ 11 (1/ (/*

(21 12 (21 (/*

(23 13 (23 (/)

(25 14 (24 (/)

(2) 15 (26 (/)

(2/ 16 (2* (/6(31 1) (2/ (/6

(32 1* (31 (/5

(34 1/ (33 (/5

(36 2 (34 (/4

(3* 21 (36 (/3

(4 22 (3) (/3

(42 23 (3/ (/2

(45 24 (41 (/2

(4) 25 (42 (/1

(5* 3 (5 (*)

() 35 (5) (*2

(*4 4 (64 ())1( 45 ()1 ()1

1(1/ 5 ()) (64

1(43 55 (*2 (5)

1()3 6 (*) (5

2(14 65 (/1 (42


34/39


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62786840 box culvert by b c punmia example 30 2

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