Design of Simply supported Singly reinforced Bea
Span ( m ) 6
Characteristic Load KN/m Beam "idth ( inclusie of self !eight mm ) 20
Beam #eight ( mm )
Concrete $rade
Steel $rade
Coer mm
600
M15
Fe415
25
230
The section is singly reinforced ( under-reinforced ) Deelop ment Length Check (safe)
Shear Check
Cracking ( Spacing of Bar ) Check
Deflection Check
shear design is necessary .
( safe )
( safe )
100 $ % s & ' d ,
0.30
si!"ly su""orted
0.25
*
#nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide 6
450 423.+5
0.5
!!
!! !! (!ini!u!) 133.62 !! ( designed ) 5+4.55 !! to-legged stirru"s
130
!! c&c.
Design of Simply supported Doubly reinforced Beam
Span ( m )
Super imposed load KN / m
Beam "idth ( mm )
Beam #eight ( mm )
Concrete $rade
Steel $rade
Coer mm
600
M15
Fe415
25
5 40 230 The section is dou'ly reinforced (oer reinforced ) Deelop ment Length Check ( safe )
Shear Check
Cracking ( Spacing of Bar ) Check
Deflection Check
shear design is necessary
(safe)
( safe )
1.00 0.+5
si!"ly su""orted
450 40
!!
100 $ % s & ' d , #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide %t su""ort su""ort "roide "roide
*
1
!! !! (!ini!u!) 34.33 !! ( designed ) 30. !! to-legged stirru"s 30 !! to-legged stirru"s
!! c&c. 300
Design of Cantileer Beam
Span ( m )
Characteristic Load KN/m Beam "idth ( e%cluding of self !eight mm )
Beam #eight ( mm )
Concrete $rade
Steel $rade
Coer mm
550
M15
Fe250
25
*
1.25
3 12 230 The section is singly reinforced ( under reinforced ) Deelop Cracking ment Shear Check ( Spacing of Length Bar ) Check Check 33 ( safe ) shear design is not necessary 1200 afe
100 $ %s & ' d ,
1.06 #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) /roide 6
450 36
Deflection Check ( safe )
cantileer 1 !!
!! !! (!ini!u!) 133.62 !! to-legged stirru"s
130
Design of Cantileer Beam
Span (m)
3
&actored Load KN/m inclusie of self !eight
Beam "idth ( mm )
Beam #eight ( mm )
20 230 550 The section is singly reinforced ( under-reinforced ) 'ea!
Deelop ment Shear Check Length Check 2 shear design is necessary 112+ afe
Steel $rade
Coer mm
M15
Fe415
25
Cracking ( Spacing of Bar ) Check
Deflection Check
Bearing Stress Check
(safe )
( safe )
( safe )
100 $ %s & ' d ,
0.50+ #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide 6
Concrete $rade
450 3
cantileer 0.5
*
0.+5
!!
!! !! (!ini!u!) 133.62 !! ( designed ) 1262.31 !! to-legged stirru"s
130
Design of Continuous Beam
Span ( mm )
Lie Load KN/m .
Beam "idth ( mm )
Beam #eight ( mm )
Concrete $rade
Steel $rade
Coer mm
6000
3
230
5+0
M15
Fe415
25
Deelop ment Length Check '
Deelopment Length Check ' contrafle%ure i-e- +-.0 m from B
Shear Check '
(..)
(..)
Cracking ( Spacing Deflectio of Bar ) n Check Check
shear design is necessary 100 $ %s & ' d ,
0.2 0.25
#nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide 6
450
( safe )
(safe.)
continuous *
0.5
!!
!! !! (!ini!u!) 133.62 !! ( designed ) 1+.3 !! to-legged stirru"s 401.25
130
Shear Check ' B shear design is necessary
100 $ %s & ' d , #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide 6
0.62 0.5 450
*
0.+5
!!
!! !! (!ini!u!) 133.62 !! ( designed ) 136 !! to-legged stirru"s 401.25
130
Design of Continuous Beam
Span ( mm )
5000
Beam "idth ( mm )
Beam #eight ( mm )
Concrete $rade
300 600 M20 *able + &orce resultant in Beam B ,a%imum-
Steel $rade
Coer mm
Compres sion reinforce ment coer
Fe415
30
6
Left end shear ( KN ) -15
Centre
,oment ( KNm)
shear ( KN )
-36 20
125
*op 1einforcement Left end Center
1ight end
,oment ( KN m) 65
-36
-
-3+1
-Mu&'d2
4.35
-
4.3+
-
234.34
To"( !! )
234.34 dou'ly reinforced 2332
-
2344
otto!(!!2)
1165.5
-
11+1.2
2
ea! is Flanged ea! 1ight end
20
65
236
6.1
6.1
To"(!! )
singly reinforced 26
6.1 singly reinforced 12
otto!(!!2)
1652
Muli! ,
2
o /roide greater of a'oe to To"( !!2) 2332 otto!(!!2)
1652
2.+6
dou'ly reinforced
Bottom 1einforcement Left end Center agging !o!ent
,oment ( KNm) -3+1 236
1ight end
7ogging !o!ent
Muli! ,
shear ( KN ) 20+
Min. entre
singly reinforced
66
56
33
132
56
56
2344
56
132
Left end
2roide
Centre
Dia-
No-
*op
20 16
5 4
Bottom
20 16
3 4
Shear Check '
rea ( mm.)-
Dia-
No-
23+4 ..
16
3
1+46 ..
16
3
Deflection Check shear design is necessary
100 $ %s & ' d , #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii )
The The sect sectio ion ni
Deelop Deelop Cracking ment ment ( Spacing Length Length of Bar ) Check ' Check ' Check Centre
(safe.) 0.3 0.25
continuous *
450
!!
3
!! !! (!ini!u!)
302.32
( safe ) 0.5
(..)
(..)
( i ) /roide
!! ( designed ) !! to-legged stirru"s
244.5+
125
Shear Check ' B shear design is necessary
100 $ %s & ' d , #nter"olation of 100 $ %s & 'd eteen
s"acing should not e$ceed (i) ( ii ) 0.+5 d , ( iii ) ( i ) /roide %t other "laces "roide
1.4 1.25 450
*
1.5
!!
!! !! (!ini!u!) 302.32 !! ( designed ) 442 !! to-legged stirru"s 125 !! to-legged stirru"s 3
st
st
st 2ermissible Bottom Bar mm 1e5uired ,inimum ( mm. ) . . Dia( mm ) ( mm ) ++.5
266.40
35.64
..
..
16
st
No- of Bar 4
Bent 3p 2roided
2roided .
( mm )
*op Bar Nominal mm Dia-
No- of Bar
04
10
2
..
6
!! dia to legged
10 !! dia - 2 No.
600
16 !! dia - 4 No. +50
ent 8" /roided
230
+50
6 m
Compre ssion reinforc ement coer 40
d4 / d
Compres sion *op steel st 1e5uired .
( mm ) 0.0+ 0.1
34
*ension Bottom steel st 1e5uired .
Bottom Bar mm Dia-
No- of Bar
20
4
st 2roided ( mm. )
*op Bar mm Dia-
No- of Bar
st 2roided ( mm. )
16
2
402 ..
( mm )
1241.5
1256 ..
16 !! dia -
2 No.
600
20
!! c&c.
!! dia -
4 No.
5 !
*ension *op *op Bar steel st mm Dia1e5uired . ( mm ) 10+
20
No- of Bar
4
Bottom st 2roided ( Bar . Nominal mm ) mm Dia1256 ..
12
No- of Bar
2
6 20
!! dia -
4 No.
550
12
!! dia -
2 No.
3 m
1200
!! c&c
*ension *op *op Bar steel st mm Dia1e5uired . ( mm ) 554
16
No- of Bar
3
Bottom st 2roided ( Bar . Nominal mm ) mm Dia603 ..
10
No- of Bar
2
6 16
!! dia -
3 No.
112+
550
10
!! dia -
3 m
!! c&c
2 No.
,a%im um ,omen &loor t at &inish Suppor KN / m. t B or C () KNm 1
110.4
,a%imum ,a%imum ,a%imum Span ,oment ,oment ,oment B or at Span at Span at Span CD bf B or CD BC ( ) BC ( 6 ) ( 6 ) KNm KNm KNm
111.6
11.6
bf / b!
st 1e5uired ( Bottom Bar mm mm. ) Dia-
51.6 1650 +.1+ ea! %ct as Flanged ea!
650.+
No- of Bar
12
6
.. #nter"olation of ' f &' 'eteen
+
*
design as under-reinforced section ( singly reinforced 'ea!)
9 10
B
A !! dia -
2 No. +
1500
mm dia -
16
1500
1500
No.
3 1500
!! c&c
mm dia - 6 No. 12 mm dia
12 mm dia -
6000 mm
6000 mm
B
3 No. 6000
C
A
B
!! c&c
t Support ( )
d4 / d
t Support ( 6 )
Bottom *op steel steel st 1e5uired st ( mm. ) 1e5uired
bf
bf / b!
2roide
st *op steel Bottom st 1e5uired 1e5uired ( mm. ) ( mm. )
( mm. ) 0.13 0.1
1166
2332
1633.333 5.44 1652 ea! %ct as Flanged ea!
26
&actored Bottom *op steel Load KN/m steel st st 1e5uired inclusie . 1e5uired ( mm ) of self ( mm. ) !eight 1652
2332
3.0+5
dou'ly reinforced (oer reinforced )
..
#nter"olation of ' f &' 'eteen
5 * 6 design as under-reinforced section ( singly reinforced 'ea!)
20 mm -5 16 mm -4
16 mm -
20 mm -3 16 mm - 4
20 mm 16 mm -
B 5000 !! 1250
1ight end rea ( mm.)603 .. 603 ..
Dia-
No-
20 16
5 4
rea ( mm.)23+4 ..
20 16
2 4
1432 ..
5000 1250
1250
!! c&c
!! c&c ill 'e used oer a length of 2d at either end of the 'ea! !! c&c 165
:rade of
M15 M20 M25 M30 130 mm c/c.
M35 M40
!! dia 300 mm c/c. to legged
230
!! dia 130 mm c/c. to legged
230
!! dia 130 mm c/c. to legged
230
Span BC st 2roided ( st . mm ) 1e5uired ( mm. )
6+ ..
301
Bottom Bar mm Dia-
No- of Bar
12
3
Support st 2roided ( B or C *op Bar st . mm Diamm ) 1e5uired ( mm. )
33 ..
6+4 ;
10 16
No- of Bar
st 2roided ( mm. )
2 3
15+ 603
The section is under-reinforced
..
20 < of steel should 'e carried through the s"an , 0.2
6
!! dia to 130 mm c/c legged
5+0 12 !! dia -
mm D
6 No.
230
mm dia two legged 125 mm c/c @
3
600 2 4
300 C
!!
concrete teel
dia of 'a cantileer
d= & d
'f&'
2t ; +88 % s b%d Fe250 Fe415 Fe500 Fe550
6 si!"ly su""orted co continuous 10 12
7 8-+0 8-.0 8-08
0.05 0.1 0.15 0.2
1 2 3 4
14 16
8-90 +-88
5
1 20 25
+-.0 +-08 +-90 .-88 .-.0 .-08 .-90 :-88
+
>>>..
6
10
$ 6+4 ,
135
!!2