Indian Standards Codes - Element Checks

7/21/2019 Indian Standards Codes - Element Checks

1/31

1 Modification factor for tension reinforcement

Ref IS 456:2000 Fig 4

% % IS 456 Fig 4

415 229.24 0.2 0.21 1.85

2 Modification factor for compression reinforcement

Ref IS 456:2000 Fig 5

% IS 456 Fig 5

0.2 1.06

3

Ref IS 456:2000 Table 19

%

30 0.5 0.50

4

Ref IS 456:2000 Table 23

%

35 0.5 0.31

5

Ref IS 456:2000 Cl 40.2.1.1, Table 19

D k

% of slab

30 0.5 150 1.30 0.65

6

Ref IS 456:2000 Cl !5.2.1.1, Table 23

D k

% of slab

30 0.5 150 1.30 0.403

7 Permissible compressive & tensile stress in concrete for workin stress desin met!od

Ref IS 456:2000 Table 21, Cl !2.1.1

30 10 8 3.6

" #rea of steel calc$lation b% limit state desin met!od

Ref IS 456!2000 Cl "!1.1b Fo# se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&

b D $$ $g -s #e

** ** ** of ba# ** ** k/* %

415 30 1000 150 30 " 112 10 255.48 0.23

#rea of steel calc$lation b% workin stress met!od

Fo# se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&

b D $$ $g -s #e

** ** ** of ba# ** ** k/* %

f

fs

+ #e.

+ +#o.

F

/**2 /**2

+$

F$

Permissible s!ear stress in concrete '

c( for beams in limit state desin met!od

f$k

+

$

/**2 /**2

Permissible s!ear stress in concrete '

c( for beams in workin stress desin met!od

f$k

+

$

/**2 /**2

Permissible s!ear stress in concrete 'k

c( for solid slabs in limit state desin met!od

f$k

+

k$

/**

2

/**

2

Permissible s!ear stress in concrete 'k

c( for solid slabs in workin stress desin met!od

f$k

+

k$

/**2 /**2

f$k

$b$

$$

$

/**2 /**2 /**2 /**2

f

f$k

)

+#e

/**2 /**2 **2

f$k s ) +#e

/**2 /**2 **2


2/31

30 230 1000 150 30 " 112 10 429.53 0.384

10 )evelopment lent! of bars b% limit state desin met!od

Ref IS 456!2000 Cl 26.2.1, Cl 26.2.1.1

ba#s ia

i& ****30 415 tension 20 2.4 52

11 )evelopment lent! of bars b% workin stress met!od of desin

Ref IS 456!2000 Cl 26.2.1, Cl !2.2, Table 22, Cl !2.1.2, Table 21

+e of ba#s ia

seel i& ** **

30 *+,) 230 tension 20 1.6 19

12 Minim$m reinforcement in eit!er direction of slab

Ref IS 456!2000 Cl 26.5.2.1

+e of b D -s *i&.

seel ** **

*+,) 1000 200 240.00

13 Mod$l$s of elasticit% of concrete

Ref IS 456!2000 Cl 6.2.3.1

30 2386.13

14 -le$ral strent! of concrete

Ref IS 456!2000 Cl 6.2.2

30 3.83

15 Maim$m s!ear stress in concrete for limit state met!od of desin

Ref IS 456!2000 Table 20 Cl 40.2.3

20 2.8

16 Maim$m s!ear stress in concrete for workin stress met!od of desin

Ref IS 456!2000 Table 24 Cl 5.2.3

20 1.8

17 )esin of beam 'sinl% reinf.( s$b/ected to torsion b% limit state desin met!od

Ref IS 456!2000 Cl 41.3, Cl 41.4

iven data

b D $lea# $oe# $lea# $oe# sie

o& e&.fa$e o& $o*.fa$e $oe#

k/ k/* k/* ** ** ** ** **

20 415 100 50 1"1 350 650 40 40 35

si##)+of e&sio& of $o*+. fo# e&sio& fo# $o*+. ia

f$k

f

b

/**

2

/**

2

/**

2

f$k

s

s$

b

/**2 /**2 /**2

**2

f$k

$

/**2 /**2

f$k f$#

/**2 /**2

f$k

$ *a7

/**2 /**2

f$k

$ *a7

/**2 /**2

f$k

f

) T

)

)

/**2 /**2

$g $g b1 1 71 1


3/31

fa$e seel fa$e seel fa$e seel fa$e seel ass)*e

** ** ** ** ** ** ** ** **

12.5 10 59.50 600.00 10 255.0 54.5 290.0 580.0

$ivalent s!ear

Ref IS 456!2000 Cl 41.3.1, Cl 40.2.3 Table 20

Res)l

k/ IS 456!2000 Cl 41.3.1

328.5 1.5 2.8 ta$v ta$cmak

onit$dinal reinforcement for beams s$b/ected to torsion

Ref IS 456!2000 Cl 41.4.2

Cl 41.4.2 Cl 41.4.2 Cl 41.4.2.1

k/* k/* k/*

84.03 265.03 ) 1432.0 8ot re.

9ransverse reinforcement for beams s$b/ected to torsionRef IS 456!2000 Cl 41.4.3

&o. si##)+ si##)+ Res)l

of si##)+ ia s+a$i&g Table 19 Cl 41.4.3 Cl 40.4 a

legs ** +#o. ** % k/$* k/$* Cl 41.4.3

415 2 10 217.5 125 0.68 0.54 4.31 4.54 k

1" :!eck for s!ear in beams for limit state desin met!od

Ref IS 456!2000 Cl 40.1, Cl 40.2.3, Table 19, Table 20 Cl 40.2.1

b D $lea#

k/ ** of bea* ** $oe# ** of ba# ** **

25 100 300 650 45 12.5 592.5

Res)lCl 40.1 Table 19 Table 20

% ta$v ; ta$cdesin for s!ear

0.5 0.56 0.49 3.1 ta$v ta$cma k

1 :!eck for s!ear in beams for workin stress desin met!od

Ref IS 456!2000 Cl 5.1, 5.2.1, 5.2.3, Table 23 Table 24

b D $lea#

k/ ** of bea* ** $oe# ** of ba# ** **

25 67 300 650 45 12.5 592.5

Res)lCl ! 5.1 Table 23 Table 24

% ta$v ; ta$cdesin for s!ear

0.5 0.38 0.31 1.9 ta$v ta$c ma k

20 :!eck for s!ear in solid slabs for limit state desin met!od

Ref IS 456!2000 Cl 40.1, Cl 40.2.3, Table 19, Table 20 Cl 40.2.1.1

b D $lea#

k/ ** of slab ** $oe# ** of ba# ** **

20 10.1 1000 125 25 " 92

Res)lCl 40.1 Cl 40.2.1.1 Table 20

e e $ *a7

/**2 /**2

e1

e2

o&gi)i&al #ei&f, **2

#ei&f o& e&.fa$e

Cl41.4.2

#ei&f o&$o*+. fa$eCl41.4.2.1

f *a7.

allo'ablesi##)+ s+ Cl

26.5.1.

+

$

)s

#e. )s

+#o.

/**2 /**2

f$k

)

$g

/**2

+

$

$ *a7

/**2 /**2 /**2

f$k

$g

/**2

+

$

$ *a7

/**2 /**2 /**2

f$k

)

$g

/**2

+ k$ $ *a7


4/31

% ta$v k ta$c k

0.5 0.11 0.624 2.8 ta$v 1


5/31

** **

250 350 3500.0

2" Maim$m diameter of bars for slabs

Ref IS 456!2000 Cl 26.5.2.2

D ia of ba# Res)l

of slab ** ** Cl 26.5.2.2

100 12 k

2

Ref IS 456!2000 Cl 38.1 S; 16 Table

Cl 38.1

415 0.49

30 imitin moment of resistance and reinforcement inde for sinl% reinforced rectan$lar sectionsRef S; 16 Table C, Table IS 456!2000 "!1.1 $

b D $lea# $.g

of bea* $oe# of ba#

** ** ** ** ** k/.* %

20 415 250 500 40 12.5 44.5 138.18 0.96

31 >asic val$es of l 415 7000 450 0.4 0.45 0.25 1.43 1.08

l l Res)l

+#o Cl 23.2.1 Cl 23.2.1

15.56 30.5 ka%

32

Ref IS 456!2000 Cl 24.1 /oes

T+e of s+a& D lD lD Res)l

bea* ** ** +#o Cl 24.1

,.,.> 415 3000 150 20.00 28.00 ka%

33 Pitc! and diameter of lateral tiesRef IS 456!2000 Cl 26.5.3.2 $

Si


6/31

35 ,trent! of s!ear reinf. = sinle bent $p bar 'imit ,tate Met!od(

Ref S; 16!1980 Table 63 IS 456!2000, Cl 40.4 $

ba#

ia be& )+ k/

** Cl 40.4 $

415 20 45 80.205

36 ,trent! of s!ear reinf. = sinle bent $p bar '@orkin ,tress Met!od(

Ref S; 16!1980 Table 82 IS 456!2000, Cl 5.4 $

ba#

ia be& )+ k/** Cl 5.4 $

230 20 45 51.093

37

Ref IS 456!2000 Cl "!1.1a. Fo# se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&

b D $lea# $.g -s

of bea* $oe# of ba#

** ** ** ** **

20 415 250 500 40 12.5 44.5 255

Res)l

obai&e Cl 38.1 ".1.1.a

0.114 0.49 $nder reinforced

3" )etermination of total loads on t!e s!ort span and lon span d$e to one loaded panel

Ref IS 456!2000 Cl 24.5 , Fig S; 24 Cl 23.5

' l7 l loa o& loa o&

s(o# s+a& lo&g s+a& s(o# bea* lo&g bea*

* * k/ k/

10 5 15 62.500 312.500

3 )etermination of e$ivalent $niform load A w.M. for beams for solid slabs

Ref IS 456!2000 Cl 24.5 , Fig S; 24 Cl 23.5

' l7 l loa o& loa o&

s(o# s+a& lo&g s+a& s(o# bea* lo&g bea*

* * k/* k/*

10 5 15 16.667 24.074

40 )etermination of creep coefficient of concrete

Ref IS 456!2000 Cl 6.2.5.1

1%ear 1.1

f

)s

/**2 a&gle, o

f

s

/**2 a&gle, o

)etermination of $


7/31

41 Permissible bearin stress on f$ll area of concrete '@orkin stress met!od(

Ref IS 456!2000 Cl 34.4

ea#i&g

s#ess

20 5.00

42 Permissible bearin stress on f$ll area of concrete 'imit state met!od(

Ref IS 456!2000 Cl 34.4

ea#i&g

s#ess

20 .00

43 :!eck for s!ort and slender compression members

Ref IS 456!2000 Cl 25.1.2 Table 28 Cl !3

si12,sle&e# >12,sle&e#

44 :!eck for )eep beam action=contin$o$s beam

Ref IS 456!2000 Cl 29.1

"eo*e# of (e ee+ bea*

?i( @e#all e&g( of (e bea*

of (e e+( of $lea# le&g( $$ le&g( eff. le&g(

bea* (e bea*

b D Cl29.2 IS456

** ** ** ** **

500 4000 5000 5500 5500

C(e$k fo# $o&. ee+ bea* a$io&, *i&i*)* (i$k.of bea* o +#ee& b)$kli&g '.#. s+a& a& e+(

Res)l Res)l Res)l

Cl 29.1 D b

IS 456:20001.38 2.5oka% 11.00 50oka% 8.00 25oka%

45 :!eck for )eep beam action=simpl% s$pported beam

Ref IS 456!2000 Cl 29.1

"eo*e# of (e ee+ bea*

?i( @e#all e&g( of (e bea*

of (e e+( of $lea# le&g( $$ le&g( eff. le&g(

bea* (e bea*

b D Cl29.2 IS456

** ** ** ** **

500 3000 4500 5000 5000

C(e$k fo# $o&. ee+ bea* a$io&, *i&i*)* (i$k.of bea* o +#ee& b)$kli&g '.#. s+a& a& e+(

Res)l Res)l Res)l

f$k

/**2 /**2

f$k

/**2 /**2

l7

l

e7

e

e7

D e

b

$lea#

$$

eff

eff

D eff

b

$lea#

$$

eff


8/31

Cl 29.1 D b

IS 456:2000

1.6 2.0oka% 10.00 50oka% 6.00 25oka%

46

Ref IS 456:2000 Cl 31.6.3.1

Si


9/31

51

Ref IS 456:2000 Cl 36.4.2

ae#ial

steel 1.15

Partial safet% factor A

mA for material

*

/**2


10/31

1 Minim$m percentae of steel for li$id retainin str$ct$res 'B:: memb.(

Ref IS 330 ;a# II!1965 Cl .1

T+e of b D -s *i&fa$e

seel ** **

*+,) 1000 500 400.00

2 Permissible concrete stresses=resistance to crackin

Ref IS 330 ;a# II !1965 Table 1

a7 s(ea#

30 1.5 2 2.2

3

Fo# #a&sfo#*e se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&

@e#all e+( of *e*be# D

ffe$ie e+( of *e*be#

-#ea of e&sio& seel -s

De+( of &e)#al a7is = $ GBb 7 DH22 B*!1 7 -s 7 E G b 7 D B*!1 -sE

Bf#o* $o*+#essio& fa$e

BD ! $ Bf#o* e&sio& fa$e

s B ! $

*o)la# #aio , * Ref IS 456!2000 , 1.3

e&i&g *o*e&

* b D $lea# $.g -s

IS 456 IS 456 of bea* $oe# of ba# +#o.

Cl 1.3 ** ** ** ** **

30 10 9.33 1000 600 50 " 542 2010.62

De+( of &e)#al a7is . Res)l

$ IS 330 IS 330

** ** k/* Table 1

6.205 306.5 293.43 1.910 10.04 1.701 2 .k.

4


A&i 'i( of *e*be# b


"#oss a#ea of (e *e*be# , -g b 7 D

T#a&sfo#*e a#ea , - Bb 7 D B*!1 -s

*o)la# #aio , * Ref IS 456!2000 , 1.3

Di#e$ e&sile fo#$e i& $o&$#ee T

* b D -s - T Bi#e$

IS 456 IS 456 of bea* +#o. e&sio& IS 330

Cl 1.3 ** ** k/

30 10 9.33 1000 600 2010.62 616755.2 6 0.156 1.5

**2

f$k

a

b

/**2 /**2 /**2 /**2

:alc$lation of stress d$e to bendin tension in concrete fbt

280 B3$b$

S#ess i& $o&$#ee i& be&i&g e&sio& , fb

7 I

I G Bb 7

$H33 Bb 7

H33 B*!1 -s

sH2 E

f$k

$b$

/**2 /**2 **2

-

I

fbobai&e b allo'able

**2 **4 /**2 /**2

:alc$lation of stress d$e to direct tension in concrete fat

280 B3$b$

S#ess i& $o&$#ee i& i#e$ e&sio& , fa

T-

f$k

$b$ fa obai&e a allo'able

/**2 /**2 **2 **2 /**2 /**2


11/31

5

Ref IS 330 ;a# II !1965 Cl 5.3

#aio Res)l

30 1.5 2 0.156 1.701 0.95 1oka%

6

Fo# se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&


ffe$ie e+( of *e*be#

Rei&fo#$e*e& #aio


De+( of &e)#al a7is 7 kD Bf#o* $o*+#essio& fa$e

o*e& of #esisa&$e

R C

* b D $lea# $.g -s

IS 456 IS 456 of bea* $oe# of ba# +#o.

Cl 1.3 ** ** ** ** **

30 10 9.33 1000 410 25 10 35 152"

D k C . Res)l

IS 330 IS 330

k/* Table 1

0.003 0.91 0.512 0.182 55 1.74 2 .k.

7

* b $lea# $.g +#o. .

IS 456 IS 456 of *e*be# $oe# of ba#

Cl 1.3 ** ** ** ** ** ass)*e k/*

35 11.5 8.12 1000 500 75 " 41 0.00300 "1

D k C D #e.

Res)lIS 330

**

0.83 0.50 0.14 2.2 0.383 45.75 ) prov. ; ) re ok

:!eck for interaction ratio for members on li$id retain face s$b/ected to direct tension and fle$raltension in concrete

Gfa

a f

b

bE1

f$k a b fa fb/**2 /**2 /**2 /**2 /**2

:alc$lation of tensile stress d$e to bendin in concrete fbt'alternate(

bD

G 0.5 D B*!1 E G1 B*!1 E

R R b D

2

C bG k3 B1!k3 3 B*!1 BD ! k2E G3B1!kE

f$k

$b$

/**2 /**2 **2


/**2 /**2

:alc$lation of t!ickness re$ired for a str$ct$ral member for permissible btand ass$med

f$k

$b$ D+#o. =-sb

/**2 /**2

b allo'able

R C b

/**2


12/31

1 )esin for area of steel and s!ear for sinl% reinforced beam b% limit state desin met!od

Cal$)laio& of -s #e fo# bea*s

Ref IS 456!2000 Cl "!1.1b "!1.1$ Fo# se$io&s 'i(o) $o*+#essio& #ei&fo#$e*e&

b D C$ Cg of ba#

** ** ** ** ** k/.* %

415 20 230 350 25 6 319 64.60 0.96

-s #e. s+ -s s+a& $(e$k fo# e+(

k/* % k/* % #e ** +#o ** Res)l

20.625 1".30 0.26 17.2 156.32 0.21 180.25 31 oka%

Rei&fo#$e*e& eails +#oie a s)++o# a& s+a& of bea*

Rei&f. eails a s)++o# Rei&f. eails a s+a&

/os. ia -s s)++o# + s)++o# Res)l /os. ia -s s+a& + s+a& Res)l

** % ** %

2 12226.1 0.31 oka%

2 12226.1 0.31 oka%

0 0 0 0

Ref IS 456!2000 Cl 40.1, Cl 40.2.3, Table 19, Table 20 Cl 40.2.1

+Res)l

+#o. Cl 40.1 Table 19 Table 20

k/ % ta$v ; ta$cdesin for s!ear

20 30 0.31 0.41 0.39 2.8 ta$v ta$cma k

Desig& fo# s(ea# #ei&fo#$e*e& Be#i$al si##)+s

Ref IS 456!2000 Cl 40.4a

ass)*i&g &o. si##)+ Res)l

#e #e si##)+ ia of si##)+ s+ ass)*e k/$*

k/ k/ k/ k/$* ** legs ** Cl 40.4 a Cl 40.4a

30 28.61 1.39 0.04 415 " 2 225 1.613 *ence ok

C(e$k fo# *i&i*)* a& *a7i*)* s+a$i&g of si##)+

i& si##)+ a7 si##)+ si##)+ Res)l

s+a$i&g ** s+a$i&g ** s+ +#o.

Cl 26.5.1.6 Cl 26.5.1.5 **

394.53 239.25 225 *ence ok

Sie fa$e #ei&fo#$e*e&

Ref IS 456!2000 Cl 26.5.1.3

b D sie fa$e s+$ b'

of #ei&f. ba#s &o o

'eb #e. fa$e &o. ia of -s +#o. e7$ee

** ** Cl 26.5.1.3 +e# fa$e ba# Cl 26.5.1.3

230 350 not re 2 10 15.08 230 mm

C(e$k fo# s+a& o e+( #aio

Ref IS 456!2000 Cl 23.2.1

T+e of s+a& F F$

bea* ** ** % % %

:ont.>eam 415 5000 319 0.21 0.31 0 2.266 1

l l Res)l

+#o Cl 23.2.1 Cl 23.2.1

15.6 58.92 ka%

f

f$k

)li*

+ li*

/**2 /**2

) s)++o# +#e.s+ ) s+a& +#e.s+a&

**2 **2

**2 **2

C(e$k fo# s(ea# i& bea*s Bli*i sae esig& *e(o

f$k

)

$

$ *a7

/**2 /**2 /**2 /**2

)

$b

)s

)s f

)s +#o.

/**2

sie fa$e #ei&f. **2fa$e +#o.

**2

f

+ #e.

+ +#o.

+$

/**2


13/31

2 )esin of beam 'sinl% reinf.( s$b/ected to torsion b% limit state desin met!od

Ref IS 456!2000 Cl 41.3, Cl 41.4

b D $lea# $oe# $lea# $oe# sie

o& e&.fa$e o& $o*.fa$e $oe#

k/ k/* k/* ** ** ** ** **

30 415 110 75 1"1 300 600 40 40 35

si##)+

of e&sio& of $o*+. fo# e&sio& fo# $o*+. ia

fa$e seel fa$e seel fa$e seel fa$e seel ass)*e

** ** ** ** ** ** ** ** **

10 10 550.00 550.00 12 210.0 500.0 242.0 532.0

)iale& s(ea#

Ref IS 456!2000 Cl 41.3.1, Cl 40.2.3 Table 20

Res)l

k/ IS 456!2000 Cl 41.3.1

510.00 3.09 3.5 ta$v ta$cmak

o&gi)i&al #ei&fo#$e*e& fo# bea*s s)be$e o o#sio&

Ref IS 456!2000 Cl 41.4.2

Cl 41.4.2 Cl 41.4.2 Cl 41.4.2.1

k/* k/* k/*

132.35 313.35 ) 1"72."4 8ot re.

T#a&se#se #ei&fo#$e*e& fo# bea*s s)be$e o o#sio&

Ref IS 456!2000 Cl 41.4.3

&o. si##)+ si##)+ Res)l

of si##)+ ia s+a$i&g Table 19 Cl 41.4.3 Cl 40.4 a

legs ** +#o. ** % k/$* k/$* Cl 41.4.3

415 2 12 13.5 100 1.14 0.69 ".02 ".17 k

f$k

f

) T

)

)

/**

2

/**

2

$g

$g

b1

1

71

1

e

e

$ *a7

/**2 /**2

e1

e2

o&gi)i&al #ei&f, **2

#ei&f o& e&.fa$e

Cl41.4.2

#ei&f o& $o*+.fa$e

Cl41.4.2.1

f *a7.

allo'ablesi##)+ s+ Cl

26.5.1.

+

$

)s

#e. )s

+#o.

/**2 /**2


14/31

3 )esin of col$mn s$b/ected to biaial bendin 'wit! reinforcement e$all% on all t!e fo$r sides.(

Ref IS 456!2000 S; 16 $(a#s fo# $o*+#essio& 'i( be&i&g

si12,sle&e# >12,sle&e#

o&gi)i&al seel +e#$e&age ass)*e fo# $ol)*&

Rei&f. eails a s)++o# +

/os. ia -s$ + +#o. ass)*e

** % %

4 254 20 3220.13 2.04 2.04

-iio&al *o*e&s i& sle&e# $ol)*&

obai&e $o&sie#e k1 k2 obai&e $o&sie#e

al)e al)e k/ al)e al)e k/

0.122 0.15 0.16 0.203 836.9 0.157 0.20 0.1"4 0.02" 33.50

#e)$io& fa$o#, k aiio&al *o*e&s aiio&al *o*e&s

Cl 39.6 Cl 39..1.1 Cl 39..1 Cl 39..1.1

k/ k7 k

235.5 1.000 1.000 8.200 10.543 ".200 10.543

o*e&s )e o *i&i*)* e$$ei$i

*i&i*)* e$$ei$i

Cl 25.4

e7,k/.* e,k/.*

0.021 0.020 4.31 4.10

Toal *o*e&s o be $o&sie#e fo# $ol)*& esig& a#e:

:!art 8o 45 ,P16 :!art 8o 46 ,P16

k/.* k/.* k/.* k/.*

13.20 115.54 0.052 0.0" 0.15 0.11 0.20 0.1 194.906 13.813

Cl 39.6 Cl 39.6

0.05 1.000 0.1 1 k

f$k

f

;)

)7

)

/**2

/**2

l7

l

e7

e

e7

D e

b

**2

D Pb ,P 16 9able 60 b Pb% ,P 16 9able 60

;b7

k1

k2

;b

;) 415 5500 319 0.35 0."6 0 1.989 1

l l Res)l

+#o Cl 23.2.1 Cl 23.2.1

1.24 39.8 ka%

f

f$k

$b$

s

#esisa&$e

/**2 /**2 /**2 /**2

) s)++o# +#e.s+ ) s+a& +#e.s+a& s

**2 **2

**2 **2

C(e$k fo# s(ea# i& bea*s B'o#ki&g s#ess esig& *e(o

f$k

)

$

$ *a7

/**2 /**2 /**2 /**2

)

$b

s

s #e. f

s +#o.

/**2

sie fa$e #ei&f. **2fa$e +#o.

**2

f

+ #e.

+ +#o.

+$

/**2


29/31

3 )esin of one=wa% slab as $ncracked section desin

Slab "eo*e#

7 7 Res)l

* *

2 5 2.500 ;2 *ence one wa% slab

"#ae of seel, $o&$#ee, oe#all e+( of slab

b D

** **

415 30 1000 150

oa $al$)laio& of (e slab

;a#ial

safe

fa$o#

D FF T '

3.5 0 10 0 13.5 1 13.75

o*e& S(ea# $al$)laio&

Co&sie#i&g J1*J s#i+ of (e slab

'

* k/* Coef!s(ea# C '

13.5 2 55 0.100 5.500 0.100 5.500 0.500 13.75

#rea of steel calc$lation at mid=span

b D $$ $g T i#e$** ** ** of ba# ** ** k/* e&sio& k/

30 150 1000 150 40 6 104 5.500 10

-s #e -s Toal i&i*)* -s #e +e# IS 330 ! II Cl .1 -s + #e.

be&i&g e&fa$e -s T+e of b D -s *i&fa$e #e. a *i!s+a&

seel ** **

404.25 33.33 43.58 *+,) 1000 150 342.86 437.5" 0.42

Rei&f. eails a s+a&

s+a$i&g -s s+a& + s+a& Res)l

** ** %

12 200

565.4 0.54 oka%0 200

:!eck for t!ickness 'concrete tensile stress( $sin moment D mid=span

* b D $lea# $.g -s

IS 456 IS 456 of slab $oe# of ba# +#o.

Cl 1.3 ** ** ** ** **

30 10 9.33 1000 150 40 6 104 565.49

De+( of &e)#al a7is . Res)l

$ IS 330 IS 330

** ** k/* Table 1

1.505 5.88 4.12 2.908 5.500 1.430 2 .k.

f

f$k

/**2 /**2

Deaoa of

(e slab

Floo#fi&is( of

(e slab

ie loaof (e slab

is$. loaof (e slab

Toal)&fa$o#e loa of(e slab

Desig&loa of

(e slabf

k/*2 k/*2 k/*2 k/*2 k/*2 k/*2

' 2 s)++o#Jk/*J s+a&Jk/*J Jk/J

k/*2 Coef!s)++o# C ' 2 Coef!s+a& C ' 2

f$k s )

/**2 /**2

**2 **2 **2 **2 **2

+#o.

**2

Cal$)laio& of s#ess )e o be&i&g e&sio& i& $o&$#ee, fb

f$k

$b$

/**2 /**2 **2

-

I


**2 **4 /**2 /**2


30/31

* b D -s - T Bi#e$

IS 456 IS 456 of slab +#o. e&sio& IS 330

Cl 1.3 ** ** k/

30 10 9.33 1000 150 565.49 15412.4 10 0.065 1.5

C(e$k fo# i&e#a$io& #aio

Ref IS 330 ;a# II !1965 Cl 5.3

#aio Res)l

30 1.5 2 0.065 1.430 0.6 1oka%

#rea of steel calc$lation at s$pport


31/31

b D $lea#

k/ ** of slab ** $oe# ** of ba# ** **

30 13.5 1000 150 40 6 104

Res)lCl 5.1 5.2.1.1 Table 24

% ta$v k ta$c k0.54 0.13 0.416 2.2 ta$v 1

Documents

Indian Standards Codes - Element Checks