Box Culvert Limit State Xls

NATIONAL HIGHWAYS AUTHORITY OF INDIA FOUR LANING OF TIRUPATI-TIRUTHANI -CHENNAI-SECTION OF NH-205 FROM Km 274+800 t Km !4"+#00 IN THE STATE OF ANDHRA PRADESH $ FROM Km 0+000 TO Km 5%+#00 IN THE STATE OF TAMIL NADU ON DESIGN&'UILD&FINANCE&OPERATE AND TRANSFER (D'FOT) TOLL 'ASIS

St*,t*. D/13 R/*t DESIGN OF 'O CUL6ERT !M  !M WITHOUT CUSHION Nt/ N!%9TTC9CUL-'O9"!!9RO

C3,/131*/ TRANSTORY TIRUPATI-TIRUTHANI-CHENNAI TOLLWAYS P6T:LTD:

Document/File No.: Designedby: !!roved by:

#$%$ #ev

Venkatesh

No. of Pages: Checkedby:

2 Prav

" # #eddy

&2/&'/2(&( Date

#emarks

DESIGN CONSULTANT E1  I3;1  C3.t 13 E313/ /* P;: T/. +%"-40-40"7%4%5& F +%"-40-40"

2 een

;: ;13& 7%4%#

Pro)ect

: Four *aning of "iru!ati+"iruthani+Chennai ,ection of N-+2(

ob Name : Design of ,ingle Cell 0o1 Culvert ,ub)ect

: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION 1. 0

D e sig n D a  a

1. 1

D i! e nsi" n D e a i#

cellsof No

=

1

Span Clear

=

Clear Height (at outer edge)

3.00 m

=

ClearHeight(atmedianlocation)

3.00 m =

3.000 m

idth of road at top

=

"o idth of

1!.00 m

Ht of $ll (.C % P.C.C % pa&ement la'ers) o&er the top sla

= =

00 mm

+hic,ness of ottom sla

=

00 mm

+hic,ness of eternal &ertical -all

=

00 mm

=

idth of Crash arrier

1*0 =



0.*00 m

/istance of edge of crash arrier from edge of o

=

Height surcharge of

=

Safe"earingCapacit'ofthesoil

=

0.*00 m 1.!0 m 1!0.00 ;N%m !

Permissile Settlement

=

*.00 mm

M a  e%ia # & %" 'e% ies /ensit' concrete of

!*.00 ;N%m 3

=

/ensit' soil of

!0.00 ;N%m 3

=

/ensit' of -earing coat

!!.00 ;N%m 3

=

/ensit'ofPro$lecorrecti&ecourse

=

!!.00 ;N%m 3

Coecientofacti&eearthpressure

=

0.*00

2ngleofinternalfriction(indegree)

1. 3

0.0* m

+hic,ness of top sla

haunch Sie of

1. $

1!.00 m

=

=

30.00 deg

D e sig n & a %a ! e e %s rade Concrete of

=

4!*

Clear Co&er for earth face structural component

=

* mm

Clear Co&er for inside face structural component

=

*0 mm

Clear Co&er for ottom sla

=

* mm

Permissile direct comp. strength of Concrete (scc) Permissile
=

.!* N%mm!

=

5.33 N%mm!

Permissile tensile strength of Concrete ( sct )

=

0.1 N%mm!

Permissile tensile strength of Steel ( sst )

=

!60 N%mm!

/esign Costants7

"ase Pro8ection

,

=

= 8

=

:

=

0.!*5 0.916 0.951 N%mm! 0 mm

Page # 3

N+ ; ; ; 1*0

Page # 6

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: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

$. 0

L "a ( Ca #) *# a i" n s + "% , e B" x S %* ) *% e

$.1

Dea ( L " a ( Self -eight of the structure has een calculated directl' in S+22/ $le ' the comment >S?@A?BH+

$.$

S* 'e % I !' " s e ( D e a ( L " a (

$.$.1

T" ' S # a earing coat thic,ness Ht of $ll (+hic,ness of .C % P.C.C % pa&ement la'ers) @oad(D/@)ontopsla=

= =

0.0*E!!

=

t of Crash arrier per meter

!.3 ;N%m

=

0 ;N%m

+otal D/@ load due to S.B /ead @oad Heightofsoilonpro8ectedportionofasesla tofsoilonthepro8ectedportionofasesla

$.3

0.0* 1.000 m

=

= =

!.3 ;N%m 0.00m 0.00; N%m

Ea % , & % e ss* % e +hic,ness of top sla Height top of haunch Clearheightet-eentopFottomsla Height of ottom haunch +hic,ness of ottom sla Height from top

= = = = = Bntensit' of ?arth pressure

(m) 1.300 G0.300 G0.1*0 G0.900 G0.900 G0.900 G0.1*0 G0.300

0.00 m 0.1* m 3.00 m 0.1* m 0.0 m

1.300 1.00 1.*0 !.*0 3.**0 6.6*0 6.00 6.900

0.*E!0E1.3 0.*E!0E1. 0.*E!0E1.* 0.*E!0E!.* 0.*E!0E3.** 0.*E!0E6.6* 0.*E!0E6. 0.*E!0E6.9

(;N%m!) = = = = = = = =

13.00 1.00 1.*0 !.*0 3*.*0 66.*0 6.00 69.00 *

$.

L i / e L " a ( S* % ) ,a % g e ?ui&alent height

=

DniformBntensit'ofloading=

$.

0.*E1.!E!0

1.!0 m ;N%m!

1!.00

B% a  in g L " a ( Carriage-a' @i&e @oad idth the o of "ra,ing @oad =

2.6

=

=

600 ;N

= 0.! 600 E 1! %

1!.00 m

=

. ;N

2((ii"na# '%ess*%e "n e(ge 1! s%i' (*e " e))en%i)i "+ Li/e L"a( @oad @i&e

=

idthofcul&ert(paralleltotracdirection) idthofcul&ert(perpendiculartotracdirection)

600.00 ;N = =

/istance of C of load from outer edge of o cul&ert +rans&erse 4oment

=

Section4odulusofointrans&ersedirection

=

Dp-ard D/@ on edge 1m strip

6.!0m 1!.00m

=

=

3.10 m 11!.00 ;Nm 100.50m I3 11.*3 ;N%m

Page # *

1>.

Page # 

Pro)ect



3.0

: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

E4 e)i/e 5i(, "+  %es an( #"a ( (is%i-*i"n + "% ( i4e%en  /e,i)*#a % #" a(ings6 lo = 

?Jecti&e span +otal idth of "o cul&ert Ht of $ll (.C P.C.C % pa&ement % la'ers) +hic,ness of dec, sla

=

idth Crash of arrier ;er %

=

= =

2s per Cl. 30*.1.! of B:C7!1K for continous sla Aor = o

3 .1 .1

2 x# e 8 9 # 9 6 t

*

610

t

0.0* m 0.00 m 0.*0 m

=

= % lo 3. %1!

C# a ss 70 R / e ,i ) #e 6

= =

/ist.ofedgeofcrasharrier%guardstonefromedgeofo

3 .1

3.0 m 1!.00 m

= =

Span dith % ratio

=

0.*0 m

=

3.33

L

3.33

=

a

!.

(:efer 2ppendi 1K B:C 7 !000 )

* 6*0

t

60

610

* 1650

t

100

*

t

!0 6*0

610

60

t

!0

610 1!!0

!90

T% a n s / e % s e +otal @oad Bmpactfactor

L " ng i *( in a#

= =

= (:eferCl.!11.3ofB:C719)

4in. clear distance from C%" to the edge of the end -heel /istanceet-eenthealesinthedirectionoftrac C%Cdistanceet-eenend-heelsintransdirection @oad on one t're 4a.t'repressure Contact-idthoft're

=

Contact area "readth

= =

*000 *.!3 % 965.!3 3 %

1

?Jecti&e-idth

a a (1  a % lo) G 1

= a

= = 30

cm! !.3 cm

965.!3 =

= = =

0.3 m 0.61 m 1.90* m

(:efer Cl.30*.1.!)

= the distance of c.g of concentrated load from nearer support =! 1.!! % ! 3. % = = 0.0* 0.3 E !G = 0.69 m

= !.1.19(11.19%3.)G0.69 = :Dis'e%si"n 5i(, en(s 5i, in ,e (e) s#a-; M :Dis'e%si"n 5i(, "+ +"*% 5,ee#s "/e%#a's in %ans (i%e)i"n;

?Jecti&e load trans in direction

E4e)i/e 5i(, +"% (esign (Bn trans&erse direction)

*.00 t *.!3 ;g%cm! 30 mm

30 !3  mm

Contact-idthoft'reinadirectionperpendiculartothespan heel dimension perpendicular to span /ist.fromouteredgeof,erto = 0.*G1.!G0.61%! c.g of -heel ?Jecti&e -idth

1.!0 m 1.!! m !.35 m = =

(:efer+a 75 (:efer+aleofB:C7!000)

=

Contact area

= = = 610

= =

60.00 t 1.!*

=

!.* m 1.65 m

$0.00 t

= =

1.190 m

=

6.96! m

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: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

1.90*

C%as, Ba%%ie% 0.*0

!.350

1.!0

0.61

0.06

/ispersionalongspandirection (:efer Cl.30*.1.3 B:C7!1) of

=

=

0.06

0.61

= M

1.*93 m 1.!!0

(BA(1.*93M1.!!K(1.*93 G 1.!!)K1.*93)

= = 6.96! !.513  13.90! 60 %

=

L"a( 'e% *ni a%ea 5i, I.F

t

0.61

=

+otal load /ispersion area @oad per unit area

2 x# e 8 9 ! 96

1.0

0.!3G!(0.0*G0.)

Dis'e%si"n 5i(, +"% (esign (Bn longitudinal direction)

3 .1.$

0.61

=

!.513 m = !.55

60.0 t m! t%m!

=

3.<0 t%m2

=

13.90

=

!.55  1.!*

(:efer 2ppendi 1K B:C 7 !000 )

*

610

t

* 9*

t

35*

610

* 90

t

350

*

t

610

!0 9*

35*

t

!0

610 1!!0

!90

T% a n s /e % s e +otal @oad Bmpactfactor

= =

= (:eferCl.!11.3ofB:C719)

4in. clear distance from C%" to the edge of the end -heel /istanceet-eenthealesinthedir.of trac C%Cdistanceet-eenend-heelsintransdirection @oad on one t're 4a.t'repressure Contact-idthoft're

=

= =

*000 *.!3 % 965.!3 3 %

1

?Jecti&e-idth

a a (1  a % lo) G 1

= a

=

= 1.!0 m 1.!! m !.35 m =

= = =

965.!3 =

=

0.3m 0.61 m 1.90* m

30

= =

*.00 t *.!3 ;g%cm! 30 mm cm! !.3 cm

(:efer Cl.30*.1.!)

= the distance of c.g of concentrated load from nearer support =! 1.!! % ! 3. % = = 0.0* 0.3 E !G = 0.69 m

= !. 1.19 (1  1.19 % 1.!!) G 0.69 = :Dis'e%si"n 5i(, en(s 5i, in ,e (e) s#a-; M :Dis'e%si"n 5i(, "+ +"*% 5,ee#s "/e%#a's in %ans (i%e)i"n;



60.00 t 1.!*

30 !3  mm

Contact-idthoft'reinadirectionperpendiculartothespan heel dimension perp. span to /istancefromouteredgeof,ertoc.gof-heel ?Jecti&e -idth

=

(:efer+aleofB:C7!000) (:efer+aleofB:C7!000)

=

Contact area

=

610 = =


L" ng i  *( i na #

!.* m 0.9 m

$0.00 t

= =

1.190 m

=

6.96! m

Page # 5

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: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

1.90*

C%as, Ba%%ie% 0.*0

!.350

1.!0

0.61

0.39


=

=


0.61

0.39

0.61

= M


1.*93 m 1.!!0

(BA(1.*93M1.!!K(1.*93G1.!!)K1.*93)

=

= = 6.96! !.513  13.90! 60 %

=

2 x #e 8 9 n 96

0.35

0.!3G!(0.0*G0.)


3 .1 .3

0.61

=

= =

!.55  1.!*

!.513 m

= 13.90! !.55

60.0 t m! t%m!

3.<0 t%m2

=

(:efer 2ppendi 1K B:C 7 !000 )

!.* t

!.* t !50

!30

!.* t 650

!30 *0

!.* t !50

!30

!.* t 650

!30

!*0

!.* t !50

!30

*0

!*0 !90

!.* t

!.* t 650

!30 *0

!0 t

!0 t

!50

!30 !*0

!30 *0

1!!0

T%ans/e%se +otal @oad Bmpactfactor

= =

= (:eferCl.!11.3ofB:C719)

4in. clear distance from C%" to the edge of the end -heel /istanceet-eenthealesinthedir.of trac c%cdistanceet-eenend-heelsintransdirection @oad on one t're 4a.t'repressure Contact-idthoft're

=

= =

!*00 *.!3 % 66.1! 15 %

1

?Jecti&e -idth

a a (1  a % lo) G 1

= a

=

=

66.1! =

=

0.15 m 0.!3 m 1.51* m

= =

!.*0 t *.!3 ;g%cm! 150 mm cm! !.3 cm

(:efer Cl.30*.1.!)

= the distance of c.g of concentrated load from nearer support =! 1.!! % ! 3. % = = 0.0* 0.15 E!G = 0.31 m

= !.  1.19  (1  1.19 % 1.*93) G 0.31 = :Dis'e%si"n 5i(, en(s 5i, in ,e (e) s#a-; :Dis'e%si"n 5i(, "+ 5,ee#s "/e%#a's in %ans (i%e)i"n;



= 1.!0 m 1.!! m !.* m

= =

150

60.00 t 1.!*

150 !3  mm

Contact-idthoft'reinadirectionperpendiculartothespan heel dimension perp. span to /istancefromouteredgeof,ertoc.gof-heel ?Jecti&e -idth

=

(:efer+aleofB:C7!000) (:efer+aleofB:C7!000)

=

Contact area

=

!30 = =


=

M

!.35 m 0.65 m

$0.00 t

= =

1.190 m

=

6.96! m

Page # 9

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: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

1.51*

C%as, Ba%%ie% 0.*0

1.!0

0.!50 0.!3

0.650 0.!3

0.0*


0.!3 0.!*

=

=

=

0.650 0.!3

0.0*

0.!50 0.!3

0.!*

0.650 0.!3

0.0*

0.!50 0.!3

0.!*

0.!3G!(0.0*G0.)

Dis'e%si"n 5i(, +"% (esign (Bn longitudinal direction) +otal load /ispersion area @oad per unit area

0.!50

= M

1.*93 m 1.!!0

(BA(1.*93M1.!!K(1.*93G1.!!)K1.*93)

= = 6.96! !.513  13.90! 60 %


0.!3 0.0* 0.!3

=

=

= =

!.55  1.!*

!.513 m

= 13.90! !.55

60.0 t m! t%m!

3.<0 t%m2

=

9#efer 3#C : +2(((;Cl. 2(<.& =

3 .$

C# a s s 82 / e , i ) # e 6

3.$.1

Sing #e Lane C#ass 2 t*.

t*.

11.6 t

11.6 t

1500

*00

1300

*00 1!00

!300

T% a n s / e % s e +otal @oad Bmpactfactor

= =

= (:eferCl.!11.3ofB:C719)

4in. clear distance from C%" to the edge of the end -heel /istanceet-eenthealesinthedir.oftrac c%cdistanceet-eenend-heelsintransdirection Contact t're -idth of Contact readth t're of

L" ng i  *( i na #

= =

= =

=

*00 mm !* cm

*00 !*0  mm

Contact-idthoft'reinadirectionperpendiculartothespan

=

heel dimension perpendicular to span /istancefromouteredgeof,ertoc.gof-heel

=

=

?Jecti&e -idth

= a 1

a a (1  a % lo) G 1

0.*0 m 0.*0 m 0.90 m

(:efer Cl.30*.1.!)

= the distance of c.g of concentrated load from nearer support ! 1.! %=  ! 3. % = = 0.0* E !0.* G = 0.3 m

= !.1.!(11.!%3.)G0.3 = :Dis'e%si"n 5i(, )%"sses ,e (e) s#a-; M :Dis'e%si"n 5i(, "+ 5" 5,ee#s "/e%#a's in %ans (i%e)i"n;


=

0.90

C%as, Ba%%ie% 0.*0

= 0.1* m 1.!0 m 1.50 m

= =

Contact area

?Jecti&e-idth

0.1*

!!.50 t 1.69

=

1.!00 m

!.1 m 1.5 m

11.0 t

1.500 0.*0

1.30

0.*0

Page # 10

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: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N


=


=

0.!*G!(0.0*G0.)


=


=

= M

=

6.0** m

1.*5 m 1.!00

BA(1.*5M1.!K(1.*5 G 1.!)K1.*5)

=

= = 6.0** !.5  !!.5 11.!3 %

L"a( 'e% *ni a%ea 5i, I.F 3.$.$

=

!.50 m

= =

!!.5 t m! t%m!

11.! !.03

=

!.03  1.69

$.=> t%m2

=

T5" La ne C#as s 2 *. t

*. t

*. t 100

1500

*00

1300

*00

*. t 1500

1!00

*00

1300

!!.5 t

!!.5 t

*00 1!00

*300

T% a n s /e % s e +otal @oad

L " ng i  *( in a#

=

Bmpactfactor

=

= (:eferCl.!11.3ofB:C719)

4in. clear distance from C%" to the edge of the end -heel /istanceet-eenthealesinthedirectionoftrac c%cdistanceet-eenend-heelsintransdirection Contact t're -idth of Contact readth t're of

=

?Jecti&e -idth

= a 1

*00 mm !* cm

*00 !*0  mm

Contact-idthoft'reinadirectionperpendiculartothespan heel dimension perpendicular to span /istancefromouteredgeof,ertoc.gof-heel

= = =

a a (1  a % lo) G 1

0.*0 m 0.*0 m 0.90 m

(:efer Cl.30*.1.!)

= the distance of c.g of concentrated load from nearer support ! 1.! %=  ! 3. % = = 0.0* E !0.* G = 0.3 m

= !.1.!(11.!%)G0.3 = :Dis'e%si"n 5i(, )%"sses ,e (e) s#a-; :Dis'e%si"n 5i(, "+ +"*% 5,ee#s "/e%#a's in %ans (i%e)i"n;

?Jecti&e load in trans&erse direction

=

0.90 0.1*

0.1* m

= =

Contact area

C%as, Ba%%ie% 0.*0

1.6 = 1.!0 m *.30 m

= =

= =

?Jecti&e-idth

6*.0 t

=

1.500 0.*0

1.30

1.00 0.*0

1.!0

M

1.!00 m

!.1 m 1.5 m

$$.>0 t

1.500 0.*0

1.30

0.*0

Page # 11

Pro)ect



: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N


=


=


0.!*G!(0.0*G0.)

=


= M

=

=

1.!00 =

!.50 m

= =

!1.00 !.15

=

!.15 1.65* 

6*. t m! t%m!

3.$0 t%m!

=

7 0 R T% a ) e ( / e , i ) # e +otal load Bmpactfactor

= =

(:eferCl.!11.3ofB:C719)

aa

a

=

?Jecti&e-idth

a

o

G

m m m m

!.1!* m

(:efer Cl.30*.1.!)

1

3. 0.0* 0.5* E!G%!

= 0.95 m

=

= !.1.5(11.5%3.)G0.95 = :Dis'e%si"n 5i(, en(s 5i, in ,e (e) s#a-; :Dis'e%si"n 5i(, "+ 5,ee#s "/e%#a's in %ans (i%e)i"n;

?Jecti&e total load in trans&rse direction !.1!* C%as, Ba%%ie% 0.*0

1.!0 6.* 0.5* !.0*

the distance of c.g of concentrated load from nearer support

= =

1

= = = =

=

0.00 t 1.!*0

=

/istancefromouteredgeofC%arriertoc.gof-heel ?Jecti&e -idth

= =

4in. clear distance from C%" to the edge of the end -heel @ength of &ehicle in span direction Contact-idthoft'reinadirectionperpendiculartothespan C%Cdistanceof -heelsinadirectionperpendiculartospan

1.500 m 3.3! m !.0* m

M

70.00 t

= !.0*0

1.!0

0.5*

1.!0

E4e)i/e 5i(, +"% (esign (Bn trans&erse direction) =

Dis'e%si"n 5i(, +"% (esign (Bn longitudinal direction) +otal load /ispersion area @oad per unit area

0.5*

=

/ispersionalongspandirection (:efer Cl.30*.1.3 of B:C7!1)

=

6.*G!(0.0*G0.)

=

=

=


3.

.*** m

1.*5 m

BA(1.*5M1.!K(1.*5G1.!)K1.*5)

= = .*** !.5  6*. !1.003 %

L"a( 'e% *ni a%ea 5i, I.F 3 .3

=

*.90 m

=

= = *.3 *.9  31.53 0 % =

*.30 m

= =

1.!* !.!1 

= 31.5 !.!1

=

*.900 m

0.0 t m! t%m!

$.7<3 t%m!

S * ! ! a%  " + I n e ns i "+ L " a( s 6 L"a(ing 0:2le  l 0:2lem 0:2le  n 1@aneClass2 !@aneClass2 0:+rac, /esign @@ intensit' for anal'sis

$ Inensi "+ L"a( :?! ; 3.00 3.*95 3.*95

!.95! 3.!0! !.3 =

3.<00 t%m!

Page # 1!

Pro)ect



. 0

:

D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

D e s ig n " + B " x S  % * )  * % e 6

1 x 3 x 3 5i ,"* C *s,i"n +heoretical curtailment point

C?L !*

$ <$ 7$

1>

>

!!

$= !5

30 !9

17 15 1

1< 1

1 1*

1 16

13 1$

13 1

1

!

6

3

$

3

6

*



<

De!thofmember9D= 8idthofthemeber9b= Concrete 4rade of6sed steel of4rade Charactristic strength of concrete 9fck= Charactristic strength of steel 9fy= "ensile strength of concrete 9f ctm= Design yield strength of shear reinforcement f yHd > (.?Ifyk/γs Partial material safety factor for concrete 9 gm= Partial material safety factor for ,teel 9gs= 6ltimate com!ressive strain in the concrete 9J cu'= modulus of elasticity of reinforcing of steel 9 s= modulusofelasticityofconcrete9cm= modular ratio αe 9s/cm= 6ltimate tensile strain in the steel 9J s= > KLfy/9gs 1s=M(.((2O Coefficient to consider the influence of the concret strength 9 a= Factor 9l =

> >

2& &((

>

7'( (( Fe > > > > > > > > >

'& > > > >

Factor 9h= fcd > (a*fck/gm= Factor Fav 9hfcdl= Factor b > 9l/2= ffective de!th of member 9d=

> > > > >

7/9bd2Fav= > kav *imiting Neutral a1is de!th 91 lim= > 9dIecu'=/9esecu'=

> >

Force in com!ression > Force in "ension from Fig. 2+@ + rectangular "ensile ,trength fyIs

>

hfcdb I l1I

>

gs I Fav I 1Ib

>

F

av

I 1Ib

gs

s

fy 7

>

fyIs I9d+l1/2= gs

b12 +d1  7/FavIb

1

#euired reinforcement s

Provide

>

fyIgs I Fav I 1Ib I9d+b1= gs I fy

> > > > > > >

Fav I 1Ib I9d+b1= ( d+srt9d2+@IbI7/FavIb=/92Ib= dI9&+srt9&+@IbI7/FavIbId2==/92Ib= dI9&+srt9&+@IbIkav==/92Ib= @@19&+srt&+@1(.@1(.(('==/921(.@= &.'<'2('A&A< mm E

>

gs I Fav I 1Ib

> >

fy &.&1&(.<21&.'<'1&(((/ (( ''.?<<&?@@ mm2

2

Nos

2(

2@?.&&'

S-?/

Provided reinforcemnt

>

2?.'2

Neutral a1is de!th 91=

>

mm2

G

''.?

S-?/

2@?.&&'

S-?/

fyIs I gm gs I hfck a E lI b

>

@<&2@( &.&1&1'(1(.<1(.?1&(((

>

2.@?( mm

E

Pro)ect



:

D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

S@/* ;/13

*ongitudinal force 9Nd= ,hear Force by crushing of com!ression

>

struts 9V #d.ma1=

>

αcwbwzν1fcd 9cottan=

>

sHTfyHdcotθ s K(.&2Q9?(ρ &.fck=(.''(.&σc!ObH.d

,hear Force by shear reinforcement 9V section Hithout shear reinforcement 9V

(

=

#d.s

=

>

#d.c

8hereQ

>

νmin

>

σc!

>

ρ&

>

&

V#d.c

αcwbwzν1fcd 92/sin2θ=

R2(( Rd

(.('&Q'/2fck&/2 Nd/c E> sl/bH.d E>

> > >

9ν#d.c=

>

E>2

8heredisde!thinmm

(.2fcd (.(2

&22. kN \

2&.2 kN

>

&22. kN

G

<&.( kN

H/3,/ S@/* */13?*,/m/3t 1 3t */1*/;

3f reuired VN,

sin2θ θ

Cotθ

Diaofbarusedasshearreinforcement

,hear Force by shear reinforcement 9V

>

V #d.ma1

>

αcwbwzν1fcd

> > > >

9cottan= VN,/UcHbHT&fcd/2 (.('@ (.AA ?.(@

>

?mm

=

>

αcwbwzν1fcd

92/sin2θ=

E> 2.

2l egged

sHTfyHdcotθ s VN, > sHTfyHdcotθ/VNS ,!acing; s > > &&2'@ mm Provide ,hear reinforcement vertically 2 legged ? mm dia S &&22 mm C/C >

#d.s

For 0eams; minimum shear reinforcement ratio 9ρmin= 7inimum s!acing

G> &

> > >

(.(<2√fck/fyk (.(((
7a1

mm @?@ 7in

Pro)ect



 .1

:

D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

C , e )  + " % F #e x * % e a s ' e % I R C 6 $ 1 6 M a i n R e i n + " % ) e ! e n 

S e )  i "n

$= @ 30 $7@$> 1<17 1 13@1 $@3 @<  .$

Li!iing (e', :X*#i!;

5 *5  3 5 11 36 !5 5 1 15 9 9* 16

!65.11 !65.11 !65.11 !65.11 !3.1 !3.1 !3.1 !3.1 !3.1 !3.1 !3.1 !3.1 !3.1 !3.1

M(es :N.!;


+op "ottom utside Bnside

!.0 1*.5 !1.5 .0

+op "ottom

!3.5 1.3

+op "ottom +op "ottom utside Bnside utside Bnside utside Bnside +op "ottom +op "ottom

E4e)i/e (e', '%"/i(e(

a/

2s red. (mm!%m)

*66.0 *66.0 *66.0 *66.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0

0.00!* 0.0153 0.0019 0.0199 0.0301 0.0035 0.0115 0.009 0.0!95 0.00** 0.00! 0.0!39 0.03!9 0.0065

33.9 !6.0 !*.6 !5.* 390.3 65.5 1*1.6 1!6. 35*.5 1.1 50.0 305.5 6!. !.!

X*

E4e)i/e (e', '%"/i(e(

a/

D"/e%a## pro&d. (m)

!65.113 !65.113 !65.113 !65.113

0.36306 !.01* 3.9!113 1.!*935

*66.0 *66.0 *19.0 *19.0

0.001 0.00* 0.005 0.00!

!65.113 !65.113

6.!5!59 3.1091

*19.0 *19.0

0.005 0.00

X*

1.33 10.019 1.030 10.590 1*.530 1.950 .160 *.0*! 1*.6 !.55! 3.!63 1!.*!3 1.30 !.*!1

D is  % i- *  i" n S  e e #

S e )  i "n

+op sla &ertical -all "ottom sla

 .3

M(es :N.!;

Fa) e

Fa) e

*66 *19 *19

C , e )  + " % S, ea % a s ' e % IR C 6 $ 1

S e )  i "n

V(es :N;

top sla Oertical -all "ottom sla

59.0 1.0 95.0

De4 pro&d. (m)

*66 *19 *19

1

*.0 1!!. 1!.3

S*-e) " a Mini!*! S,ea% Re( s,ea% %esisan)e :R(.); !1.!* Not red 195.0! Not red 19!.5* Not red

Rein+"%)e!en &%"/i(e(

Pro)ect



: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

.0

C,e) +"% Sa+e Bea%ing Ca'a)i "+ S"i#

.1

S*!!a% " + S *''"% R ea)i"ns

QS+22/ BBB utputR

S*''"% N".

1 ! 3 6 *   5 9 10 11 1! 3* 3

Max Ve%i)a# Rea)i"n :DL  SIDL  E& "n B?F  B.F  S*%),a%ge E&  CWLL; :N; 63.*0 39.30 3*.10 33.!0 31.00 !.90 !!.90 !0.90 13.10 11.0 .30 3.*0 0.00 0.00 Sum !55.60

+otal @oad %m

@engthof"o(alongtracdirection) "asePressuredueto&erticalloads

=

=

= =

!55.6%(6.!001)

2dditionalpressureduetoeccentricit'ofC@@

= =

T"a# Base '%ess*e 2llo-alerossS"CofSoil

=

=

=

=

Page # 1

!55.60 ;N

6.!00 m

<>.<7 ;N%m! 11.3 ;N%m! >0.$ ;N%m!  1$0.0 ;N%m! Sa+e

Page # 1

Pro)ect



D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

S/*<1,/>1.1tB L1m1t Stt/(SLS) St*/ L/
7oment of 3nertia of cracked section

>

&(((I&<.'(W'/'@2.
St*// */ ,.,.t/; ?* M1mm >/3;13 mm/3t

7a1imum com!ressive stress in concrete

7a1imum tensile steel stress in

>

>

AI&(WI&<.'&/<'?A&@ 2.& E

&@.@ 7Pa

S-?/

AI&(WI9@@+&<.'&=/<'?A&@ .'< E

@(( 7Pa

S-?/

C*, 1;t@

7a1imum crack Hidth Hhere s!acing of bonded reinforcement Hith in the tension Tone

k

a1 mum crac s!ac ng ,r;ma1

Coefficent based on bond !ro!oerties k& Coefficent based on distribution of strain k2 rr.eff

esm+ecm

E> E> E>

I9Cф/2= I9(&2/2= 2?(

mm

esm+ecm

> > >

<'@.
> > >

9'.@c(.@2k&k2ф=/ρ!.eff 9'.@I((.@2I(.?I(.I&2==/(.((' <'@<

>

(.? f or Deformed bars

> > > >

(.forbending

> > > G> >

r;ma1

s

c.eff

@2.A/9&@(I&(((= (.(('( ssc + t ct.eff rr.eff +aerr.eff s 9.'<'+(.I2./(.(('I9&.@I(.(('==/2((((( +(.((& . X (.(((&A (.(((&A

G>(. ssc / s

sc

s

(.I.'<'/2(((((

Pro)ect



D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

7omentof3nertia ofcrackedsection

>

&(((I(W'/'&2.?I9@@+(=W2I92(((((/'&(((= 2@@'@A2? mm@

St*// */ ,.,.t/; ?* M1mm >/3;13 mm/3t

7a1imum com!ressive stress in concrete 9 Xcc =

>

AI&(WI&<.'&/2@@'@A2? .A@ E

&@.@ 7Pa

7a1imum tensile stress in steel 9 σsc=

>

AI&(WI9@@+&<.'&=/2@@'@A2? &.@' E

@(( 7Pa

C*, 1;t@


I9Cф/2= I9(&/2= 2A(

E> E> E>

7a1imum crack s!acing ,r;ma1

> >

& 2

.

rr.eff

I9Cф/2=

E>

Case &: ,!acing of bonded reinforcement Hith in the tension Tone E> 2A( ?A.A? oe cen ase on on !ro!oer es oe ce n ase o n s r u on o s ran

mm

(.? f or deformed bars (.forbending

> > >

9'.@c(.@2k &k2ф=/ρ!.eff 9'.@I((.@2I(.?I(.I&=/(.((?< &A?' mm

> > >

&2.?/9&@I&(((= (.((?<

s

c.eff

Case2 :the s acin of bonded reinforcement or No bonded reinforcement Hith in the te ?A.A?

I9Cф/2=

G G

2A(

mm

7a1imum crack s acin

,

> >

. + 6 '?.'@(A2@&<


,

>

'.@c(.&
mm

case ' : Defermed bar associated Hith !ure bending

Z!.eff

a1 mum o ma1 mum crac ng s!acng

> > > G> >

k

> > >

&AA2A.(&A'2(<@AA mm

>

&A?2.?<''2&?@ mm

>

Factor de!endent on the duration of the load 9kt= esm+ecm

>

ssc +

t

ct.eff

conditionshouldbe c

(. rr.eff

+aerr.eff

s

9&.@'2+(.I2./(.((? . X (.(((&?@ (.(((&?@

+ r;ma1 esm ecm &A?2.AI(.(((&? '.A mm

sc

(.

s

E modify the section

(.'

se

Pro)ect



D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

7oment of 3nertia of cracked section

>

&(((I&<.'(W'/'@2.
St*// */ ,.,.t/; ?* M1mm >/3;13 mm/3t

7a1imum com!ressive stress in concrete 9 Xcc=

>

AI&(WI&<.'&/<'?A&@ 2.& E

&@.@ 7Pa

7a1imum tensile stress in steel 9 σsc=

>

AI&(WI9@@+&<.'&=/<'?A&@ .'< E

@(( 7Pa

C*, 1;t@


I9Cф/2= I9(&2/2= 2?(

E> E> E>

7a1imum crack s!acing ,r;ma1

> >

& 2

.

rr.eff

uivalent diameter Ye

I9Cф/2=

E>

Case &: ,!acing of bonded reinforcement Hith in the tension Tone E> 2?( 2(( oe cen ase on on !ro!oer es oe ce n ase o n s r u on o s ran

mm

(.? f or deformed bars (.forbending

> > >

9'.@c(.@2k &k2ф=/ρ!.eff 9'.@I((.@2I(.?I(.I&2=/(.((2& ?&A2@ mm

> > >

@2.A/92(2.I&(((= (.((2&&

s

c.eff

n& n&

>

Case2 :the s acin of bonded reinforcement or No bonded reinforcement Hith in the te

& &

 n2 n2

2

9Fordefferentdiaofbarsareused=

2

I9Cф/2= 2?(

G G

mm


,r

> >

. + 6 2.2(2'A2&(&?


,r

>

'.@c(.&
mm

case ' : Defermed bar associated Hith !ure bending

a1 mum o ma1 mum crac ng s!acng

> > > G> >

k

> > >

?&@<.''&
>

?&A2@ mm

>

Factor de!endent on the duration of the load 9kt= esm+ecm

>

ssc +

t

ct.eff

(. rr.eff

+aerr.eff

s

9.'<'+(.I2./(.((2&I9&.@I(.((2&==/2((((( +(.((2A( G> . X (.(((&A (.(((&A

esm+ecm r;ma1 ?&A2'.?I(.(((2 &.(< mm

sc

(

s

E modify the section

(.2

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-25 !o" Name : #e$ign of Sing%e Ce%% &o' Cu%(ert Su"ject : #)S*+N ,F &, C.L/)0T  '  3*TH,.T C.SH*,N ST44# PL4N) 0CC &, 1 '  '  ithout Cu$hion 64N4LS*S ,F &, C.L/)0T 3*TH SP0*N+ C,NST4NT *NP.T 3*#TH 78 .N*T )T)0 9N !,*NT C,,0#*N4T)S 1 2     ;5   ; <   5 1222    1<   7 188   < 278   8 275   1 15   11    12    1    1;  ;5  15  15  1  225  17  15  1<    18    2  ;5  21  15  22  225  2  15  2;    25    2    27 ;5   2< 1   28 15;    27   1 2   2 15       ;    5 1    -1   )&)0 *NC*#)NC)S 1 1 2> 2 2 >   ;> ; ; 5> 5 5 >   7> 7 7 <> < < 8> 8 8 1> 1 1 11>

11 11 12> 12 1 1> 1 1 1;> 1; 1; 15> 15 15 1> 1 1 17> 17 17 1<> 1< 1< 25> 18 12 18> 2 18 2> 21 2 21> 22 21 22> 2 22 2> 2; 2 2;> 25 2; ;> 2 25 2> 27 2 27> 2< 27 2<> 28 2< 28>  28 > 1  1> 2 1 2>  2 > ;  ;> 5  1  12 5 )&)0 P0,P)0T*)S *N#*4N 1 11 P0*S #  ?# 1 2 1 P0*S #  ?# 1  T, 8 P0*S #  ?# 1 12 T, 1< P0*S #  ?# 1 18 T, 25 P0*S #  ?# 1 2 T,  P0*S #  ?# 1 C,NST4NTS ) 25 4LL P,*SS,N 15 4LL #)NS*T 25 4LL 4LPH4 117e-5 4LL S.PP,0TS 1 F*)# &.T F?   ? 9F 2;1 12 F*)# &.T F F?   ? 9F 2;1 2 11 F*)# &.T F F?   ? 9F   1 F*)# &.T F F?   ? 9F ;2<572 ; T, 8 F*)# &.T F F?   ? 9F 171; 5  F*)# &.T F F?   ? 9F 1

L,4# 1 S)LF 3)*+HT S)LF3)*+HT  -1 L,4# 2 S*#L )&)0 L,4# 2 T, ; .N* + -27 L,4#  4CT*/) )40TH P0 @&,TH S*#)SA )&)0 L,4# 12 T04P + ;8 ; 1 T04P + ; ;;5 1; T04P + ;;5 55 15 T04P + 55 25 1 T04P + 25 175 17 T04P + 175 1 1< T04P + 1 1 18 T04P + -;8 -; 2 T04P + -; -;;5 21 T04P + -;;5 -55 22 T04P + -55 -25 2 T04P + -25 -175 2; T04P + -175 -1 25 T04P + -1 -1 63)*+HT ,F )40TH ,N P0,)!CT)# P,0T*,N ,F SL4& 5  .N* +  L,4# ; L*/) L,4# 1@70 T04C9)#A )&)0 L,4# 2 T, ; .N* + -27 L,4# 5 L*/) L,4# 2 @;T &,+*) A )&)0 L,4# 2 T, ; .N* + - L,4#  L*/) L,4# @CL4SS 4 2L4N)A )&)0 L,4# 2 T, ; .N* + -22 L,4# 7 LL S.0CH40+) @&,TH S*#)SA )&)0 L,4# 12 T, 1< .N* + 12 18 T, 25 .N* + -12 L,4# < LL S.0CH40+) @L)FT S*#)A )&)0 L,4# 12 T, 1< .N* + 12 L,4# 8 LL S.0CH40+) @0*+HT S*#)A )&)0 L,4# 18 T, 25 .N* + -12 L,4# 1 &049*N+ F,0C) @L)FT S*#)A !,*NT L,4# 25 F 7

L,4# 11 &049*N+ F,0C) @0*+HT S*#)A !,*NT L,4# ; F -7 L,4# C,&*N4T*,N 11 1 15 2 175  15 L,4# C,&*N4T*,N 12 1 15 2 175  15 ; 15 L,4# C,&*N4T*,N 1 1 15 2 175  15 ; 15 7 12 L,4# C,&*N4T*,N 1; 1 15 2 175  15 ; 15 < 12 1 15 L,4# C,&*N4T*,N 15 1 15 2 175  15 ; 15 8 12 11 15 L,4# C,&*N4T*,N 1 1 15 2 175  15 5 15 L,4# C,&*N4T*,N 17 1 15 2 175  15 5 15 7 12 L,4# C,&*N4T*,N 1< 1 15 2 175  15 5 15 < 12 1 15 L,4# C,&*N4T*,N 18 1 15 2 175  15 5 15 8 12 11 15 L,4# C,&*N4T*,N 11 1 15 2 175  15  15 L,4# C,&*N4T*,N 111 1 15 2 175  15  15 7 12 L,4# C,&*N4T*,N 112 1 15 2 175  15  15 < 12 1 15 L,4# C,&*N4T*,N 11 1 15 2 175  15  15 8 12 11 15 P)0F,0 4N4LS*S P0*NT S.PP,0T 0)4CT*,N P0*NT 4F,0C) )N/)L,P) 4LL F*N*SH

1. 3

L i vel o a d

(a )

S i n g l e l an e o f IR C cl as s 70R.

(trac, load) 25% (Aor 0 : trac, and heeled load)

*mpact factor =*

0.56

3*t 35t

3*t 35t 6.* m

!.0 m Position of li&e load for maimum 4oment +rac /irection

+rac, @oad 6.*

2pproaches

&er 3 = 1.*0000001

0.* 0.56

1.!!

0.56

1.!

!.1!

!.0

###

Dispesion of single Lane 70 R !ac" loadove t#e dec" sla$

=1

idth of li&e load o&er the dec, of cul&ert

0.56 m

=

No-K allo-ing for the dispersion of load through the dec,K ef=

?Jecti&e -idth of dispersion (:ef7Cl7 30*.1.! of B:C 7!1!000) HereK a= 1.*0000001 ao = f(%lo)= $.< ?Jecti&e -idth of dispersion "=

!. 

###

= +herefore net -idth of dispersion = =

### 1.39* ###

?Jecti&e length of load at the cul&ert depth =l

=6.* *.5 =

2&erage intensit' of load o&er the cul&ert sla= (-ith impact factor) = ($)

a ao (1a%l

### 3.00000001)

m

G !.0

) G1

o

G0.56

###

m G!  ( 0.3* M 3.3* 0  1.!* = 6.* ###  t& s' .

S i n g l e l a n e c l a s s 7 0 R  *o g i e l o a d (col l)

+rac /irection

G0.3)

0. 3+

0 . 3+

0 . ,5

0 . 3+

1 . ,-

0. 3+

0 . ,5

1.!! 0. 3+

0 . 3+

0 . ,5

0 . 3+

1 . ,-

0. 3+

0 . ,5

osition of live load fo a/i Load

1.500000005

1.!! 3.00000001

0.*

C@ 0.3

Crash "arrier

1.!

0.3

0.3

0.6*

1.

0.3

1.65

0.51

0.6*

1.56

0.51

Dispesion of single Lane 70 R *ogie load ove t#e dec" sla$ No-K allo-ing for the dispersion of load through the dec,K

ef=

?Jecti&e -idth of dispersion HereK

1.* = f(%lo)= !.

?Jecti&e -idth of dispersion ef=

!. =

+herefore net -idth of dispersion= idth of disperson parallel to span=

1.*

 1 (

1.*

!.*3* m 1.!5* G !  0.51 G 1.56 = *.99* m 0.!3 G!  ( 0.3 G0.3*) = 1.*3

=4in.of

(1.!!G 1.*3) = !.53

2&erage intensit' ofload o&er the cul&ert sla= (-ithimpactfactor)

60 !.53 =

(c )

) G1

o

a= ao

?Jlengthofloadatthecul&ertdepth=l

a ao (1a%l

and

 1.!* *.99*  t& s' .

;
0. 5

0. 5

0. 5 0.25

1. -

1. 7

1.-

1.!5*

3.3*

! o l an e o f I RC cl a s s  lo a d

*mpact factor =*

3.3*)

2il load

2. 7

2.7 11

11. , 2

11 ., 12

+. -

+. -

;

+. -





C@ 0.* 0.*

0.*

0.*

0.*

0.1*

1.3

1.!

1.3

0.9

1.5

1.

1.5

=

idth of li&e load o&er the dec, of cul&ert

=

0.*

m

No-K allo-ing for the dispersion of load through the dec,K ef=

?Jecti&e -idth of dispersion HereK

= 1.* ,= f(%l)=

?Jecti&e-idthofdispersion"=

idthofdispersonparalleltospan=

!.

1.*

(1

!.* m G !  1.5

0.9

= .*35* 1.!!G m

0.!* = !. m ?Jecti&elengthofloadatthecul&ertdepth=l 4in.of !. = !. = m

2&erage intensit' of load o&er the cul&ert sla= (-ith impact factor) = S.o (a) ($) (c)

L o adCas e S i n g l eL an e70 R( !ac ") S in g l eL an e70R( *o g i e) ! ol an eI RCcl as sl o ad

) G1

o

!.

= +herefore net -idth of dispersion

ao a(1a%l

1.*

G 1.

G 1.335*

G!

(0.3

and

3.3*

11.6  6   1.69 !. .*6   t& s' .

vgI.n t en s i t 4oL f o ad 3 . 50 t& s ' .  3 . 000 t& s ' .  2 . 730 t& s ' . 

3.3*)

approaches

0.3*

/ec, sla

3*0 /ec, sla 1.!5*

G0.3

+.

3*0 m

1.335*

G0.*

0.3*)

P0,!)CT No 7125

0)FD #e$ign of &o' Cu%(ert

1000

dt

4oment = 2ial force =

3 ;Nm JREFK ;N

?ccectricit'=

#:?AU m

> nos  nos 113 mm 00 mm *0 mm * mm

2sc top 2st ottom n

=

/ Clear co&er ?J co&er

=

d = dt=dc = Conc rade

4

2st=

906.3!

mm!

2sc= m

**.! = 11.!0

mm!

/%6 T e T 3%!/ 1*0mm T e T 900mm

JREFK 1$ f 1$ f

*66 mm * mm

$

+a,ing moment of internal and eternal forces aout the centre of tensile steel e ha&e L nc%!(dn%3)G(mc1)2scc%n(nnc)(ddc)= P(eG/%!dt)

o

r Stressinconcretec=

#:?AU

N%mm!

2gain euating the sum of internal forces to the eternal forces e ha&e nc%!G(mc1)2scc%n(ndc)2stt=P or KStress in tensile steel t = #:?AU N%mm! Arom these &alues of c and t -e ha&e from stress diagram n = d (1Gt%(mc)) or n= #:?AU mm JREFK 113.00 mm 2ssumed n=

Stress in compressi&e steel tc=

#:?AU N%mm

!

#,C.)NT No #)S*+N)# !

CH)C9)# S0

# 1-, P4

e dc

<00

/ (&erall Steel N assumed N calculate Stress in C Stress in C stress in te

7a1imum 07 7re > 7a1imum ,Fre >,F De!thofmember 9D= 8idth ofthemeber9b= 4rade Concrete of 6sed steel 4rade of Charactristic strength of concrete 9fck= Charactristic strength of steel 9fy= Partial material safety factor for concrete 9 gm= Partial material safety factor for ,teel 9gs= 6ltimate com!ressive strain in the concrete 9J cu'= modulus of elasticity of reinforcing of steel 9 = s 6ltimate tensile strain in the steel 9J s= > KLfy/9gs 1s=M(.((2O Coefficient to consider the influence of the concret strength 9a= Factor 9l = Factor 9h= fcd > (a*fck/gm= Factor Fav 9hfcdl= Factor b > 9l/2= ffective de!th of member 9d= 7/9bd2Fav= > kav *imiting Neutral a1is de!th 91lim= > 9dIecu'=/9esecu'=

> > >

'?. kN+m 9From analysis= 2( kN > 2&(m m > &((( mm 7'( (( Fe > '(N /mm2 "ableno:.93#C:&&2+2(&&= > ((N /mm2 "ableno:&?.&93#C:&&2+2(&&= > &. 0asic 0asic Page @A: 93#C:&&2+2(&&= > &.& 0asic Page '(: 93#C:&&2+2(&&= > (.((' 6! to fck B (7!a "able no:. 93#C:&&2+2(&&= > 2((((( N /mm2 Clause.2.293#C:&&2+2(&&= > (.((@&< > (.< Cube 2.&( Page : 2@@ 93#C:&&2+2(&&Cube > (.? (.? 6! to fck B (7!a;.2+'' 93#C:&&2+2(&&= (.?+99fck+(=/((= for (Efc > & &.( 6! to fck B (7!a;.2+' 93#C:&&2+2(&&= &.(+99fck+(=/2(= for (Efc > &'.@(( > &(.<2( > (.@(( 2&( + @( + & > &@ > (.&2 > <(.2'? mm >


>

hfcd I l1I b

Fav I 1Ib

>

gs

s

gs I Fav I 1Ib

>

fy 7

>


b12 +d1  7/FavIb

1


fyIgs I Fav I 1Ib I9d+b1= gs I fy

> > > > > > >

Fav I 1Ib I9d+b1= ( d+srt9d2+@IbI7/FavIb=/92Ib= dI9&+srt9&+@IbI7/FavIbId2==/92Ib= dI9&+srt9&+@IbIkav==/92Ib= &@19&+srt&+@1(.@1(.&2==/921(.@= 2.((A2&< mm

>

E

<(.2'
gs I Fav I 1Ib

>

Provide Provided reinforcemnt

>

> >

fy &.&1&(.<212.((1&(((/ (( &.'<'&<&< mm2

2

Nos

2( 2?.'2

mm2

G

&.@

or

or kE&&(7!a E&&(7!a

S-?/

S-?/

Table 6.5 Stress and Deformaon Characteriscs for Normal Concrete

Strenght classes for Concrete fck97Pa=

fcm97Pa=

fctm97Pa=

7& 72( 72 7'( 7' 7@(

& 2( 2 '( ' @(

2 '( ' @( @ (

&. &.A 2.2 2. 2.? '.(

7@ 7( 7 7( 7 7<( 7< 7?( 7? 7A(

@ (  (  <( < ?( ? A(

 (  <( < ?( ? A( A &((

'.' '. '.< @.( @.& @.' @.@ @. @.< @.?

fctk;(.(97 fctk;(.A97 cm94Pa= Pa= Pa= 1.1 2.( 2< 1.3 2. 2A 1.* 2.A '( 1. '.2 '& 1.9 '. '2 !.1 '.A '' !.3 !.* !. !.5 !.9 3.0 3.1 3.! 3.3 3.3

@.' @. @.A .2 .@ . .< .A .& .2

'@ ' ' '< '? '? 'A @( @( @&

e cl 9(/((=

e cul 9(/((=

e 2 9(/((=

e cu2 9(/((=

h

e ' 9(/((=

e cu' 9(/((=

&.? &.A 2.( 2.( 2.& 2.2

'. '. '. '. '. '.

2.( 2.( 2.( 2.( 2.( 2.(

'. '. '. '. '. '.

2.( 2.( 2.( 2.( 2.( 2.(

&.? &.? &.? &.? &.? &.?

'. '. '. '. '. '.

2.' 2.' 2.@ 2.@ 2. 2. 2. 2. 2.< 2.<

'. '. '. '. '.@ '.2 '.( 2.A 2.A 2.?

2.( 2.( 2.( 2.( 2.& 2.2 2.' 2.' 2.@ 2.@

'. '. '. '. '.' '.& 2.A 2.? 2.< 2.

2.( 2.( 2.( 2.( &.A &.< &. &. &. &.@

&.? &.? &.? &.? &.? &.? &.A &.A 2.( 2.&

'. '. '. '. '.' '.& 2.A 2.? 2.< 2.

1 Strength designation of concreteK(ased on charactristic strength) and corresponding properties to e used in the design are gi&en elo-. +he strains are epressed ! +he taulated &alues of ?cm arefor uartite%granite aggregate. Aor otheraggregatesK the' should e multiplied ' factors as gi&en elo@imestone= 0.9K SandSto 0.K asalt= 1.! Table 6.1 Grades of Reinforced Steel

+'pe of Steel

rade% /esignatio n

4ild Steel(4S)

rade B

High 'ield strength deformed steel (HVS/ Steel)

Ae61* Ae61*/ Ae*00 Ae*00/ Ae**0 Ae**0/ Ae00

A'

61* 61* *00 *00 **0 **0 00

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-25 !o" Name : #e$ign of Sing%e Ce%% &o' Cu%(ert Su"ject : #)S*+N ,F &, C.L/)0T  '  3*TH,.T C.SH*,N ST44# PL4N) 0CC &, 1 '  '  ithout Cu$hion 64N4LS*S ,F &, C.L/)0T 3*TH SP0*N+ C,NST4NT *NP.T 3*#TH 78 .N*T )T)0 9N !,*NT C,,0#*N4T)S 1 2     ;5   ; <   5 1222    1<   7 188   < 278   8 275   1 15   11    12    1    1;  ;5  15  15  1  225  17  15  1<    18    2  ;5  21  15  22  225  2  15  2;    25    2    27 ;5   2< 1   28 15;    27   1 2   2 15       ;    5 1    -1   )&)0 *NC*#)NC)S 1 1 2> 2 2 >   ;> ; ; 5> 5 5 >   7> 7 7 <> < < 8> 8 8 1> 1 1 11>

11 11 12> 12 1 1> 1 1 1;> 1; 1; 15> 15 15 1> 1 1 17> 17 17 1<> 1< 1< 25> 18 12 18> 2 18 2> 21 2 21> 22 21 22> 2 22 2> 2; 2 2;> 25 2; ;> 2 25 2> 27 2 27> 2< 27 2<> 28 2< 28>  28 > 1  1> 2 1 2>  2 > ;  ;> 5  1  12 5 )&)0 P0,P)0T*)S *N#*4N 1 11 P0*S #  ?# 1 2 1 P0*S #  ?# 1  T, 8 P0*S #  ?# 1 12 T, 1< P0*S #  ?# 1 18 T, 25 P0*S #  ?# 1 2 T,  P0*S #  ?# 1 C,NST4NTS ) 25 4LL P,*SS,N 15 4LL #)NS*T 25 4LL 4LPH4 117e-5 4LL S.PP,0TS 1 F*)# &.T F?   ? 9F 2;1 12 F*)# &.T F F?   ? 9F 2;1 2 11 F*)# &.T F F?   ? 9F   1 F*)# &.T F F?   ? 9F ;2<572 ; T, 8 F*)# &.T F F?   ? 9F 171; 5  F*)# &.T F F?   ? 9F 1

L,4# 1 S)LF 3)*+HT S)LF3)*+HT  -1 L,4# 2 S*#L )&)0 L,4# 2 T, ; .N* + -27 L,4#  4CT*/) )40TH P0 @&,TH S*#)SA )&)0 L,4# 12 T04P + ;8 ; 1 T04P + ; ;;5 1; T04P + ;;5 55 15 T04P + 55 25 1 T04P + 25 175 17 T04P + 175 1 1< T04P + 1 1 18 T04P + -;8 -; 2 T04P + -; -;;5 21 T04P + -;;5 -55 22 T04P + -55 -25 2 T04P + -25 -175 2; T04P + -175 -1 25 T04P + -1 -1 63)*+HT ,F )40TH ,N P0,)!CT)# P,0T*,N ,F SL4& 5  .N* +  L,4# ; L*/) L,4# 1@70 T04C9)#A )&)0 L,4# 2 T, ; .N* + -27 L,4# 5 L*/) L,4# 2 @;T &,+*) A )&)0 L,4# 2 T, ; .N* + - L,4#  L*/) L,4# @CL4SS 4 2L4N)A )&)0 L,4# 2 T, ; .N* + -22 L,4# 7 LL S.0CH40+) @&,TH S*#)SA )&)0 L,4# 12 T, 1< .N* + 12 18 T, 25 .N* + -12 L,4# < LL S.0CH40+) @L)FT S*#)A )&)0 L,4# 12 T, 1< .N* + 12 L,4# 8 LL S.0CH40+) @0*+HT S*#)A )&)0 L,4# 18 T, 25 .N* + -12 L,4# 1 &049*N+ F,0C) @L)FT S*#)A !,*NT L,4# 25 F 7

L,4# 11 &049*N+ F,0C) @0*+HT S*#)A !,*NT L,4# ; F -7 L,4# C,&*N4T*,N 11 11211 L,4# C,&*N4T*,N 12 11211;1 L,4# C,&*N4T*,N 1 11211;171 L,4# C,&*N4T*,N 1; 1 1 2 1  1; 1 < 1 1 1 L,4# C,&*N4T*,N 15 1 1 2 1  1 ; 1 8 1 11 1 L,4# C,&*N4T*,N 1 1 1 2 1 1 5 1 L,4# C,&*N4T*,N 17 112115171 L,4# C,&*N4T*,N 1< 1 1 2 1  1 5 1 < 1 1 1 L,4# C,&*N4T*,N 18 1 1 2 1  1 5 1 8 1 11 1 L,4# C,&*N4T*,N 11 112111 L,4# C,&*N4T*,N 111 11211171 L,4# C,&*N4T*,N 112 1 1 2 1  1  1 < 1 1 1 L,4# C,&*N4T*,N 11 1 1 2 1  1  1 8 1 11 1 P)0F,0 4N4LS*S P0*NT S.PP,0T 0)4CT*,N P0*NT 4F,0C) )N/)L,P) 4LL F*N*SH

Pro)ect



. 0

: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

D e s ig n " + B " x S  % * )  * % e 6

1 x 3 x 3 5i ,"* C *s,i" n +heoretical curtailment point

C?L !*

$ <$ 7$

1>

!!

>

$= !5

30 !9

17 15 1

1< 1

1 1*

1 16

13 1$

13 1

!

1

6

3

$

3

6

*



<

7a1imum 7re > 7a1imum ,Fre > ,F07 De!thofmember 9D= 8idth of the meber 9b= 4rade Concrete of 6sed steel 4rade of Charactristic strength of concrete 9f ck= Charactristic strength of steel 9f y= Partial material safety factor for concrete 9 gm= Partial material safety factor for ,teel 9gs= 6ltimate com!ressive strain in the concrete 9J cu'= modulus of elasticity of reinforcing of steel 9 s= 6ltimate tensile strain in the steel 9J s= > KLfy/9gs 1s=M(.((2O Coefficient to consider the influence of the concret strength 9 a= Factor 9l = Factor 9h= fcd > (a*fck/gm= Factor Fav 9hfcdl= Factor b > 9l/2=

>

>

'?. kN+m 9From analysis= 2( kN 2&( mm &((( mm 7'( ((Fe > '( N/mm2 "ableno:.93 > (( N/mm2 "ableno:&?.&9 > &. 0asic Page @A: 93#C:&&2+2(&&= > &.& 0asic Page '(: 93#C:&&2+2(&&= > (.((' 6! to fck B (7 "able no:. 9 > 2((((( N/mm2 Clause .2.2 93 > (.((@&< > (.< Cube 2.&( Page : 2@@ 93#C:&&2+2 > (.? (.? 6! t o fck B (7!a;.2+'' 93#C:&&2+2(&&= > & &.( 6! to fck B (7!a;.2+' 93#C:&&2+2(&&= & > &'.@(( > &(.<2( > (.@(( > >

>

ffective de!th of member 9d=

>

7/9bd2Fav= > kav *imiting Neutral a1is de!th 91 lim= > 9dI ecu'=/9esecu'=

> >

@@.( (.(&2 2@?.&&' mm


>

hfcdb I l1I

>

gs I Fav I 1Ib

F

>

av

I 1Ib

gs

s

fy 7

>


b12 +d1  7/FavIb

1

>

fyIgs I Fav I 1Ib I9d+b1= gs I f y

> > > > > > >

Fav I 1Ib I9d+b1= ( d+srt9d2+@IbI7/FavIb=/92I b= dI9&+srt9&+@IbI7/FavIbId2==/92Ib= dI9&+srt9&+@IbIkav==/92Ib= @@19&+srt&+@1(.@1(.(&2==/921(.@= .&(?A mm E

>

gs I Fav I 1Ib

> >

fy &.&1&(.<21.21&(((/ (( &@.((('&2 mm2

2

Nos


Provide Providedreinforcemnt

>

2@?.&&'

S-?/

&@.((

S-?/

2( 2?.'2

mm

2

G

Neutrala1isde!th91=

fyIs I gm gs I hfck a E lI b

>

>

@<&2@( &.&1&1'(1(.<1(.?1&(((

>

2.@?( mm

E

2@?.&&'

S-?/

Pro)ect



. 1

: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

C, e)  + "% F#ex*% e as ' e% IRC6 $1 6 M ain R ein+ "% )e !e n

S e ) i "n

$= @ 30 $7@$> 1<17 1 13@1 $@3 @<

Fa) e

+op "ottom +op "ottom utside Bnside utside Bnside utside Bnside +op "ottom +op "ottom

M (es :N.!;

10.3 66 63. 10.00 *6 1! !*.3 !!.3 6.*6 1 15 *9. *5.59 16


!65.113 !65.113 !65.113 !65.113 !3.11 !3.11 !3.11 !3.11 !3.11 !3.11 !3.11 !3.11 !3.11 !3.11

X*

1.56! .*5 .*3* 1.1 9.50 !.10 6.*3 6.0!1 11.0 !.55! 3.!63 10.50! 10.3 !.*!1

E4e)i/e (e', '%"/i(e(

*66.0 *66.0 *66.0 *66.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0 *19.0

a/ 0.00335! 0.01359 0.013* 0.0031*! 0.01501 0.0061* 0.005! 0.00!3 0.0!!3*1 0.00**61 0.00!36 0.0!06 0.0!0396 0.006565

De4 reuired. (mm)

6* 15 15 6! !61 *3 113 99 !59 1 50 ! !3 !

2s red. (mm!%m)

Min 2s Re( :!!$?!;

#O2@D?U #O2@D?U #O2@D?U 66 10* !!! 19 * 161 1*5 *!3 *1 1!3

#O2@D?U #O2@D?U #O2@D?U #O2@D?U !3 !3 !3 !3 !3 !3 !3 !3 !3 !3

Pro)ect



.$

: D,34N %F 0%5 C6*V#" '7 1 '7 83"-%6" C6,-3%N

Dis%i-*i"n See#

S e )  i"n

+op sla &ertical -all "ottom sla

.3

Fa ) e


M (es :N.!;

X*

E4e)i/e (e', '%"/i(e(

a/

+op "ottom utside Bnside +op

10.9 11.0 1.1 *. 16.

!65.11331 !65.11331 !65.11331 !65.11331! !65.11331

!65.113 !65.113 !65.113 65.113 !65.113

*66.0 0.003666 *66.00 .0036 *19.0 0.00**55 *19.0 0.001931 *19.0 0.00*099

"ottom

16.9

!65.11331

!65.113

*19.0

0.00*1

De4 red. (m)

D"/e%a## pro&d. (m)

10*.9

*66

1!5.!

10

*05

1!3.!

3

*05

De4 pro&d. (m)

#O2@

C,e) + "% S ,ea% as 'e% I RC6$1 S e )  i"n

V(es

2xia# C"!'%essi/e F"%)e D e4 pro&d. :N;

Shear Stress t & (Mpa)

:N;

4ultipl'ing Aactor /ue to 2ial Compression ( steel)

(m)

Oertical -all

1.0

11*.0

*19

0.135

0.!9

3.3*!

"ottom sla

95.0

96.0

*19

0.1555

0.3

.50

Box Culvert Limit State Xls

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