ractangular over head water tank (complete)
TRANSCRIPT
1 Tank size L= x B= x H= m Itr
2 Height of tower from GL = m m
3 Saturated soil unit wt Nm3
4 Wind pressure = kNm2
Nomber of colums No
5 Size of columns = 030 x 030 m m
6 Permissible stress-
7 Conrete M concrete unit wt kNm3 Nm
3
scc m
scbc Q
8 Steel fy J
ssc (Columns) sscNmm
2
(water tank)
9 Nominal Cover Water unit wt kNm3
10 Wall Thickness mm mm 030 m
11 Reinforcement
(A) For Water Tank
Long wall
In side near corner Horizontal mm F bars mm cc m height
above the base near corners
in side middle horizontal mm F bars mm cc upto top
Out side middle horizontal mm F bars mm cc upto top
Short wall
In side near corner Horizontal mm F bars mm cc upto top
Out side middle horizontal mm F bars mm cc upto top
Distribution mm F bars mm cc vertical
Slab
Short span mm F bars mm cc
Long span mm F bars mm cc
(B ) For Ring Beam
Bottom main 1st tier mm F bars Nos
Bottom main 2nd tier mm F bars Nos
Top main mm F bars Nos
distribution 2 ldge strirrups mm F bars mm cc
(C) For columns mm F bars mm cc
Main vertical
Leteral distribution mm F bars mm cc
( D ) For Braces
Main mm F bars mm cc Both top and bottom
Distribution mm F bars mm cc
(E) For Bottom Beam
Main
Distribution
(F) For Raft foundation
Main
Distribution
Name of work - pkn
72000
DESIGN OF REACTANGULAR OVER HEAD WATER TANK
150
Nmm2
mm
415
7
20
24000
300
10
20
20 150
1333
300
150
20
20
100
980
300Bottom Slab thickness 220
300
230
190 Nmm2
30
5
150
600
600
100
kNm3
400
20
1700
0669
24
0903
Foundation from GL 100
400
Nmm2
300Height of Braces
12 Base mm f bars mm cc in both direction
C
20 mm f 20 mm f
150 mm cc 150 mm cc
400
20 mm f 300 mm cc mm
20 mm f 20 mm f
A 20 mm f 150 mm cc 300 mmcc 10 mm f 300 mmcc
20 mm f 300 mm cc 230 mmcc
20 mm f 300 mm cc (d)
10 mm f 230 mm cc both side 10 mm f 20 mm f 10 mm f
20 mm f 150 mm cc(d+e) 150 mmcc 300 mmcc 150 mmcc
B
Bars(c) 20 mm f mmcc
Section plan at depth of H4 or 1 mt Section on CD
D
220
mm
Bar(a) 20 mm f 300 mm cc
20 mm f 600 mm cc
10 mm f 230 mm cc Bar(b) 20 mm f 300 mm cc
300
10 mm f 230 mm cc Bar(c) 20 mm f 300 mm cc
20 mm f 300 mm cc
8 mm f mm cc both way Bar(d) 20 mm f 300 mm cc
Bar F Bar(e) 10 mm f 230 mm cc
Section on AB
pk_nandwanayahoocoin
300
600
300
220
REF8
Name of work-
1 Tank size 600 x 400 x m 7200 cum Ltr
2 Height of tower from GL Foundation from GL 100 m
3 Satureted soil unit wt kNm3
Nm3
4 Wind pressure Noumber of columns = 400
5 Size of columns x 030 height of braces = 300 m
6 Permissible stress-
Concrete M = Nm3
scc m = 133
scbc Nmm2
Q = 067
Steel (HYSD) fy Nmm2
J = 09
ssc Nmm2 (Columns) ssc = 150 Nmm
2(For Tank)
9 Nominal cover mm = 980 Nmm3
9800 Nm3
=
1 Design Constants- For HYSD Bars = 20 Nmm2
scbc = 7 Nmm2
m = 133
sst = 150 Nmm2
sst = Nmm2
sst = Nmm2
k = 0384 k = k =
j = 0872 j = j =
R = 1171 R = R =
2 Design of vertical wall
(A) Determination of BM for horizontal bending --
L B = 600 400 = 150 lt 2
h = 100 m
200 m height of walls will be bend horizontally while the bottom 100 m will bend as
Water pressure p at point D is given by =p= w (H - h ) = 9800 ( 300 - 100 )= N-m
PL2 P x 600 2
=
12 12
PB2 P x 400 2
=12 12
Refer fig 1 Consider quarter frame FAE with joint A rigid Taking clock wise moment as positive and anticlock
wise moment as negative the fixed end moment MAF for long wall will be + 300 P while the fixed end
end moments M AF for short wall will be - 133 P Considreing Area A and moment of inertia l for
both the walls to be the same the stiffness of walls will be inversely proportional to these length
Thus we have following table
Stiffness
1 2
3 5
1 3
2 5
The moment distribution is carried out in the following table
06
The Fixed end moments for long wall = =
N-m
AE 2
3=6002
04
P
300 N-m
=
AF
0904
0913
0289
Hence Both long and short walls will bend horizontally for upper portion upto poin D where horizontal water
pressure is p=w(H-h)
0329
0890
1026
DESIGN OF REACTANGULAR OVER HEAD WATER TANK
300
24000
Unit wt of cocnrete
unit wt of water
030
17000
m
100
Member
Fixed end moments
x
AF
Thus top
600
20
=
7
415
=
30
5
190
1700
Here h = H4 or 1 m which ever is greater
vertical cantilever The bending moments for horizontal bending may be determined by moment
distribution by considering tank as continuos frame of unit height at level of D
x
1
3
1
Fixed end moments for short wall =
19600
Relative stiffness
600
Joint
Member
Distribution facvtor
AE
A
= 06
Sum Distribution factor
04
5
p-
P
133
+ 300 p 133
72000
Cocrete M wt of concrete =
230190
pkn
Hence moment at supports Mf= 233 x 19600 = N-mm
This support moment will cause tension at the water force
p L2
x 6002
8
This bending moment cause tension at outer face
p B2
x 4002
8
This will cause tension at the water face Max design BM = N-mm
(B) Design of section - Considring bending effect alone
42467 x 1000
1171 x 1000
190 + 30 = 220 mm so that available d = 190 mm
(C) Determination pull -
x 400 2 = N
x 600 2 = N
(D) Cantilever Moment - Cantilever moment atb the base per unit length
h2 9800 x 400 x 100 2
6
This will cause tension at water face
(E) Reinforcement at corners of long walls- The upper portion of long walls is subjected to both bending in
100
T 220
2 2
Mf - Pl x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 39200
ss 150
= 1714 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 1975 = 159 say = 150 mm
Hence Provided 20 mm F bar 150 mm cc The above reinforcement is to be provided at
inner face near the corners and at a height 100 m above the base For other height the above spacing
may be varied since bending moment will reduce
(F) Reinfocement at the middle of long wall -
Tension occurs at outer face However since distance of corner of steel from
water face will be less than 225 mm permissible stress will be 150 Nmm2 only Design constants
will be k = 0384 j = 0872 R =
Design BM = N-m per meter height =
M - Pl x 42467 x 1000 ) - x 80
sstjd 150 x 0872 x 190
N
mm2
1171
Ast for BM = =
314 mm2
100==
=
Also PL 39200
1582
mm2
1975
A =
= = 261
- =x = d - 190
Balancing moments
Final moments
19600
N-m
45733
p
8
=
Provide total depth T=
=
Ast for pull
- p p- 10667
- 233
BM at the center long span = - Mf 45733=8
233
BM at the center short span = - Mf =
+ p
42467 N-mm
45733 = -6533 N-mm
42467
Required depth = = 190 mm
6533
39200Direct tension on Long wall = PL = P x B2 =
58800Direct tension on short wall = PL = P x B2 =
19600
= w H x =6
m above the base where reinforcement is provided at the water face
1714 mm2
horizontal direction as well as pull The reinforcement for both will be in horizontal direction Hence
reinforcement has to be provided for a net moment (MF - Px ) where Mf is the moment at ends (causing
tension on water face) Similarly vertical section of unit height ( 1 m) of long wall at its end at the level of
mm80
=Ast for BM = =
=
42467
Total Ast
using 20 mm bars
PL 39200ss 150
= 1582 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 x
Spacing of Bars = 1000 x 314 1843 = 170 say = 170 mm
This is very near to the reinforcement provided at endsHence provided 20 mm f bars 150 mm
cc Bend half the bars provided at ends outwardsat distance L4 = 150 m form ends
This reinforcement is to be provided at outer face The additional 20 300 mm cc
are continued upto the end
(G) Reinforcement for shorts walls-
BM at ends=Mf = N-m Direct pull pu = N
M - PB x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 58800
ss 150
= 1651 + 392 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 2043 = 154 say = 150 mm
20 mm f bars 150 mm cc at inner face near the ends of short span
The BM at the center of short walls cause tension at water face (unlikethat in the center of long walls where
tension is produced at outer face )since this BM is small only nominal reinforcement is required Similarlly
we have to provide nominal reinforcement at outer face Hence bend half bars outward at distance B4= 100
m from each end and continue remaning half tjrought Thus at the center of span the reinforcement on each
face will consist of 20 300 mm cc
(H) Reinforcement for cantilever moment and distribution reinforcement-
max cantilever moment= N-m
x
150 x 0872 x 190
03
100
Since half of this area of steel can reist cantilever momnt we will provide = 330 mm2 steel area vertically
on the inner face and remaining area ie= 330 mm2 vertically at outer face to serve as distribution
reinforcment Area of steel on each face = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 785 330 = 238 say = 230 mm
Hence Provided 10 mm F bar 230 mm cc on out side face at bottom of long wall
2 Design of Horizontal slabe -
(A) Loading and BM -
Ratio of lb = 600 400 = 150 lt 2 Two way slab
Let the thickness of slab (for purpose of calculating the self weight) = mm
Load due to self weight of Slab = 1 x 100 x 030 x = Nm
Load due to water = 1 x 100 x 300 x 9800 = Nm
Super imposed live load = 1 x 1 x 2000 = Nm
Total load per meter run = Nm
= 300 - 30 = 270 mm we have
Ly = 600 + 030 = 630 m and lx = 400 + 030 = m
r = ly lx = 630 430 = 147
9 of table 106 from which a x = and ay = (see table)
314 mm2
100A = = =
4
261 mm2=
1843Total Ast
using 20 mm bars
=
Total Ast
using 20 mm bars
Ast for pull
314 mm2
100A = = =
Ast for pull =
=
mm2
392 mm2
2631000
=
mm f bars
6533
58800
= 1651
Hence provide
=
2043
=
Ast for BM =
45733
x(=But minimum reinforcementin vertical direction
mm2Ast =
6533=
= mm2
100using 10
330
220
mm bars
1000x
A = 785
mm2)=
mm f bars provided
=
660
Taking effective depth
430
This is case 0089 0056
7200
2000
38600
300
29400
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
12 Base mm f bars mm cc in both direction
C
20 mm f 20 mm f
150 mm cc 150 mm cc
400
20 mm f 300 mm cc mm
20 mm f 20 mm f
A 20 mm f 150 mm cc 300 mmcc 10 mm f 300 mmcc
20 mm f 300 mm cc 230 mmcc
20 mm f 300 mm cc (d)
10 mm f 230 mm cc both side 10 mm f 20 mm f 10 mm f
20 mm f 150 mm cc(d+e) 150 mmcc 300 mmcc 150 mmcc
B
Bars(c) 20 mm f mmcc
Section plan at depth of H4 or 1 mt Section on CD
D
220
mm
Bar(a) 20 mm f 300 mm cc
20 mm f 600 mm cc
10 mm f 230 mm cc Bar(b) 20 mm f 300 mm cc
300
10 mm f 230 mm cc Bar(c) 20 mm f 300 mm cc
20 mm f 300 mm cc
8 mm f mm cc both way Bar(d) 20 mm f 300 mm cc
Bar F Bar(e) 10 mm f 230 mm cc
Section on AB
pk_nandwanayahoocoin
300
600
300
220
REF8
Name of work-
1 Tank size 600 x 400 x m 7200 cum Ltr
2 Height of tower from GL Foundation from GL 100 m
3 Satureted soil unit wt kNm3
Nm3
4 Wind pressure Noumber of columns = 400
5 Size of columns x 030 height of braces = 300 m
6 Permissible stress-
Concrete M = Nm3
scc m = 133
scbc Nmm2
Q = 067
Steel (HYSD) fy Nmm2
J = 09
ssc Nmm2 (Columns) ssc = 150 Nmm
2(For Tank)
9 Nominal cover mm = 980 Nmm3
9800 Nm3
=
1 Design Constants- For HYSD Bars = 20 Nmm2
scbc = 7 Nmm2
m = 133
sst = 150 Nmm2
sst = Nmm2
sst = Nmm2
k = 0384 k = k =
j = 0872 j = j =
R = 1171 R = R =
2 Design of vertical wall
(A) Determination of BM for horizontal bending --
L B = 600 400 = 150 lt 2
h = 100 m
200 m height of walls will be bend horizontally while the bottom 100 m will bend as
Water pressure p at point D is given by =p= w (H - h ) = 9800 ( 300 - 100 )= N-m
PL2 P x 600 2
=
12 12
PB2 P x 400 2
=12 12
Refer fig 1 Consider quarter frame FAE with joint A rigid Taking clock wise moment as positive and anticlock
wise moment as negative the fixed end moment MAF for long wall will be + 300 P while the fixed end
end moments M AF for short wall will be - 133 P Considreing Area A and moment of inertia l for
both the walls to be the same the stiffness of walls will be inversely proportional to these length
Thus we have following table
Stiffness
1 2
3 5
1 3
2 5
The moment distribution is carried out in the following table
06
The Fixed end moments for long wall = =
N-m
AE 2
3=6002
04
P
300 N-m
=
AF
0904
0913
0289
Hence Both long and short walls will bend horizontally for upper portion upto poin D where horizontal water
pressure is p=w(H-h)
0329
0890
1026
DESIGN OF REACTANGULAR OVER HEAD WATER TANK
300
24000
Unit wt of cocnrete
unit wt of water
030
17000
m
100
Member
Fixed end moments
x
AF
Thus top
600
20
=
7
415
=
30
5
190
1700
Here h = H4 or 1 m which ever is greater
vertical cantilever The bending moments for horizontal bending may be determined by moment
distribution by considering tank as continuos frame of unit height at level of D
x
1
3
1
Fixed end moments for short wall =
19600
Relative stiffness
600
Joint
Member
Distribution facvtor
AE
A
= 06
Sum Distribution factor
04
5
p-
P
133
+ 300 p 133
72000
Cocrete M wt of concrete =
230190
pkn
Hence moment at supports Mf= 233 x 19600 = N-mm
This support moment will cause tension at the water force
p L2
x 6002
8
This bending moment cause tension at outer face
p B2
x 4002
8
This will cause tension at the water face Max design BM = N-mm
(B) Design of section - Considring bending effect alone
42467 x 1000
1171 x 1000
190 + 30 = 220 mm so that available d = 190 mm
(C) Determination pull -
x 400 2 = N
x 600 2 = N
(D) Cantilever Moment - Cantilever moment atb the base per unit length
h2 9800 x 400 x 100 2
6
This will cause tension at water face
(E) Reinforcement at corners of long walls- The upper portion of long walls is subjected to both bending in
100
T 220
2 2
Mf - Pl x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 39200
ss 150
= 1714 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 1975 = 159 say = 150 mm
Hence Provided 20 mm F bar 150 mm cc The above reinforcement is to be provided at
inner face near the corners and at a height 100 m above the base For other height the above spacing
may be varied since bending moment will reduce
(F) Reinfocement at the middle of long wall -
Tension occurs at outer face However since distance of corner of steel from
water face will be less than 225 mm permissible stress will be 150 Nmm2 only Design constants
will be k = 0384 j = 0872 R =
Design BM = N-m per meter height =
M - Pl x 42467 x 1000 ) - x 80
sstjd 150 x 0872 x 190
N
mm2
1171
Ast for BM = =
314 mm2
100==
=
Also PL 39200
1582
mm2
1975
A =
= = 261
- =x = d - 190
Balancing moments
Final moments
19600
N-m
45733
p
8
=
Provide total depth T=
=
Ast for pull
- p p- 10667
- 233
BM at the center long span = - Mf 45733=8
233
BM at the center short span = - Mf =
+ p
42467 N-mm
45733 = -6533 N-mm
42467
Required depth = = 190 mm
6533
39200Direct tension on Long wall = PL = P x B2 =
58800Direct tension on short wall = PL = P x B2 =
19600
= w H x =6
m above the base where reinforcement is provided at the water face
1714 mm2
horizontal direction as well as pull The reinforcement for both will be in horizontal direction Hence
reinforcement has to be provided for a net moment (MF - Px ) where Mf is the moment at ends (causing
tension on water face) Similarly vertical section of unit height ( 1 m) of long wall at its end at the level of
mm80
=Ast for BM = =
=
42467
Total Ast
using 20 mm bars
PL 39200ss 150
= 1582 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 x
Spacing of Bars = 1000 x 314 1843 = 170 say = 170 mm
This is very near to the reinforcement provided at endsHence provided 20 mm f bars 150 mm
cc Bend half the bars provided at ends outwardsat distance L4 = 150 m form ends
This reinforcement is to be provided at outer face The additional 20 300 mm cc
are continued upto the end
(G) Reinforcement for shorts walls-
BM at ends=Mf = N-m Direct pull pu = N
M - PB x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 58800
ss 150
= 1651 + 392 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 2043 = 154 say = 150 mm
20 mm f bars 150 mm cc at inner face near the ends of short span
The BM at the center of short walls cause tension at water face (unlikethat in the center of long walls where
tension is produced at outer face )since this BM is small only nominal reinforcement is required Similarlly
we have to provide nominal reinforcement at outer face Hence bend half bars outward at distance B4= 100
m from each end and continue remaning half tjrought Thus at the center of span the reinforcement on each
face will consist of 20 300 mm cc
(H) Reinforcement for cantilever moment and distribution reinforcement-
max cantilever moment= N-m
x
150 x 0872 x 190
03
100
Since half of this area of steel can reist cantilever momnt we will provide = 330 mm2 steel area vertically
on the inner face and remaining area ie= 330 mm2 vertically at outer face to serve as distribution
reinforcment Area of steel on each face = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 785 330 = 238 say = 230 mm
Hence Provided 10 mm F bar 230 mm cc on out side face at bottom of long wall
2 Design of Horizontal slabe -
(A) Loading and BM -
Ratio of lb = 600 400 = 150 lt 2 Two way slab
Let the thickness of slab (for purpose of calculating the self weight) = mm
Load due to self weight of Slab = 1 x 100 x 030 x = Nm
Load due to water = 1 x 100 x 300 x 9800 = Nm
Super imposed live load = 1 x 1 x 2000 = Nm
Total load per meter run = Nm
= 300 - 30 = 270 mm we have
Ly = 600 + 030 = 630 m and lx = 400 + 030 = m
r = ly lx = 630 430 = 147
9 of table 106 from which a x = and ay = (see table)
314 mm2
100A = = =
4
261 mm2=
1843Total Ast
using 20 mm bars
=
Total Ast
using 20 mm bars
Ast for pull
314 mm2
100A = = =
Ast for pull =
=
mm2
392 mm2
2631000
=
mm f bars
6533
58800
= 1651
Hence provide
=
2043
=
Ast for BM =
45733
x(=But minimum reinforcementin vertical direction
mm2Ast =
6533=
= mm2
100using 10
330
220
mm bars
1000x
A = 785
mm2)=
mm f bars provided
=
660
Taking effective depth
430
This is case 0089 0056
7200
2000
38600
300
29400
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
Name of work-
1 Tank size 600 x 400 x m 7200 cum Ltr
2 Height of tower from GL Foundation from GL 100 m
3 Satureted soil unit wt kNm3
Nm3
4 Wind pressure Noumber of columns = 400
5 Size of columns x 030 height of braces = 300 m
6 Permissible stress-
Concrete M = Nm3
scc m = 133
scbc Nmm2
Q = 067
Steel (HYSD) fy Nmm2
J = 09
ssc Nmm2 (Columns) ssc = 150 Nmm
2(For Tank)
9 Nominal cover mm = 980 Nmm3
9800 Nm3
=
1 Design Constants- For HYSD Bars = 20 Nmm2
scbc = 7 Nmm2
m = 133
sst = 150 Nmm2
sst = Nmm2
sst = Nmm2
k = 0384 k = k =
j = 0872 j = j =
R = 1171 R = R =
2 Design of vertical wall
(A) Determination of BM for horizontal bending --
L B = 600 400 = 150 lt 2
h = 100 m
200 m height of walls will be bend horizontally while the bottom 100 m will bend as
Water pressure p at point D is given by =p= w (H - h ) = 9800 ( 300 - 100 )= N-m
PL2 P x 600 2
=
12 12
PB2 P x 400 2
=12 12
Refer fig 1 Consider quarter frame FAE with joint A rigid Taking clock wise moment as positive and anticlock
wise moment as negative the fixed end moment MAF for long wall will be + 300 P while the fixed end
end moments M AF for short wall will be - 133 P Considreing Area A and moment of inertia l for
both the walls to be the same the stiffness of walls will be inversely proportional to these length
Thus we have following table
Stiffness
1 2
3 5
1 3
2 5
The moment distribution is carried out in the following table
06
The Fixed end moments for long wall = =
N-m
AE 2
3=6002
04
P
300 N-m
=
AF
0904
0913
0289
Hence Both long and short walls will bend horizontally for upper portion upto poin D where horizontal water
pressure is p=w(H-h)
0329
0890
1026
DESIGN OF REACTANGULAR OVER HEAD WATER TANK
300
24000
Unit wt of cocnrete
unit wt of water
030
17000
m
100
Member
Fixed end moments
x
AF
Thus top
600
20
=
7
415
=
30
5
190
1700
Here h = H4 or 1 m which ever is greater
vertical cantilever The bending moments for horizontal bending may be determined by moment
distribution by considering tank as continuos frame of unit height at level of D
x
1
3
1
Fixed end moments for short wall =
19600
Relative stiffness
600
Joint
Member
Distribution facvtor
AE
A
= 06
Sum Distribution factor
04
5
p-
P
133
+ 300 p 133
72000
Cocrete M wt of concrete =
230190
pkn
Hence moment at supports Mf= 233 x 19600 = N-mm
This support moment will cause tension at the water force
p L2
x 6002
8
This bending moment cause tension at outer face
p B2
x 4002
8
This will cause tension at the water face Max design BM = N-mm
(B) Design of section - Considring bending effect alone
42467 x 1000
1171 x 1000
190 + 30 = 220 mm so that available d = 190 mm
(C) Determination pull -
x 400 2 = N
x 600 2 = N
(D) Cantilever Moment - Cantilever moment atb the base per unit length
h2 9800 x 400 x 100 2
6
This will cause tension at water face
(E) Reinforcement at corners of long walls- The upper portion of long walls is subjected to both bending in
100
T 220
2 2
Mf - Pl x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 39200
ss 150
= 1714 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 1975 = 159 say = 150 mm
Hence Provided 20 mm F bar 150 mm cc The above reinforcement is to be provided at
inner face near the corners and at a height 100 m above the base For other height the above spacing
may be varied since bending moment will reduce
(F) Reinfocement at the middle of long wall -
Tension occurs at outer face However since distance of corner of steel from
water face will be less than 225 mm permissible stress will be 150 Nmm2 only Design constants
will be k = 0384 j = 0872 R =
Design BM = N-m per meter height =
M - Pl x 42467 x 1000 ) - x 80
sstjd 150 x 0872 x 190
N
mm2
1171
Ast for BM = =
314 mm2
100==
=
Also PL 39200
1582
mm2
1975
A =
= = 261
- =x = d - 190
Balancing moments
Final moments
19600
N-m
45733
p
8
=
Provide total depth T=
=
Ast for pull
- p p- 10667
- 233
BM at the center long span = - Mf 45733=8
233
BM at the center short span = - Mf =
+ p
42467 N-mm
45733 = -6533 N-mm
42467
Required depth = = 190 mm
6533
39200Direct tension on Long wall = PL = P x B2 =
58800Direct tension on short wall = PL = P x B2 =
19600
= w H x =6
m above the base where reinforcement is provided at the water face
1714 mm2
horizontal direction as well as pull The reinforcement for both will be in horizontal direction Hence
reinforcement has to be provided for a net moment (MF - Px ) where Mf is the moment at ends (causing
tension on water face) Similarly vertical section of unit height ( 1 m) of long wall at its end at the level of
mm80
=Ast for BM = =
=
42467
Total Ast
using 20 mm bars
PL 39200ss 150
= 1582 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 x
Spacing of Bars = 1000 x 314 1843 = 170 say = 170 mm
This is very near to the reinforcement provided at endsHence provided 20 mm f bars 150 mm
cc Bend half the bars provided at ends outwardsat distance L4 = 150 m form ends
This reinforcement is to be provided at outer face The additional 20 300 mm cc
are continued upto the end
(G) Reinforcement for shorts walls-
BM at ends=Mf = N-m Direct pull pu = N
M - PB x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 58800
ss 150
= 1651 + 392 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 2043 = 154 say = 150 mm
20 mm f bars 150 mm cc at inner face near the ends of short span
The BM at the center of short walls cause tension at water face (unlikethat in the center of long walls where
tension is produced at outer face )since this BM is small only nominal reinforcement is required Similarlly
we have to provide nominal reinforcement at outer face Hence bend half bars outward at distance B4= 100
m from each end and continue remaning half tjrought Thus at the center of span the reinforcement on each
face will consist of 20 300 mm cc
(H) Reinforcement for cantilever moment and distribution reinforcement-
max cantilever moment= N-m
x
150 x 0872 x 190
03
100
Since half of this area of steel can reist cantilever momnt we will provide = 330 mm2 steel area vertically
on the inner face and remaining area ie= 330 mm2 vertically at outer face to serve as distribution
reinforcment Area of steel on each face = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 785 330 = 238 say = 230 mm
Hence Provided 10 mm F bar 230 mm cc on out side face at bottom of long wall
2 Design of Horizontal slabe -
(A) Loading and BM -
Ratio of lb = 600 400 = 150 lt 2 Two way slab
Let the thickness of slab (for purpose of calculating the self weight) = mm
Load due to self weight of Slab = 1 x 100 x 030 x = Nm
Load due to water = 1 x 100 x 300 x 9800 = Nm
Super imposed live load = 1 x 1 x 2000 = Nm
Total load per meter run = Nm
= 300 - 30 = 270 mm we have
Ly = 600 + 030 = 630 m and lx = 400 + 030 = m
r = ly lx = 630 430 = 147
9 of table 106 from which a x = and ay = (see table)
314 mm2
100A = = =
4
261 mm2=
1843Total Ast
using 20 mm bars
=
Total Ast
using 20 mm bars
Ast for pull
314 mm2
100A = = =
Ast for pull =
=
mm2
392 mm2
2631000
=
mm f bars
6533
58800
= 1651
Hence provide
=
2043
=
Ast for BM =
45733
x(=But minimum reinforcementin vertical direction
mm2Ast =
6533=
= mm2
100using 10
330
220
mm bars
1000x
A = 785
mm2)=
mm f bars provided
=
660
Taking effective depth
430
This is case 0089 0056
7200
2000
38600
300
29400
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
Hence moment at supports Mf= 233 x 19600 = N-mm
This support moment will cause tension at the water force
p L2
x 6002
8
This bending moment cause tension at outer face
p B2
x 4002
8
This will cause tension at the water face Max design BM = N-mm
(B) Design of section - Considring bending effect alone
42467 x 1000
1171 x 1000
190 + 30 = 220 mm so that available d = 190 mm
(C) Determination pull -
x 400 2 = N
x 600 2 = N
(D) Cantilever Moment - Cantilever moment atb the base per unit length
h2 9800 x 400 x 100 2
6
This will cause tension at water face
(E) Reinforcement at corners of long walls- The upper portion of long walls is subjected to both bending in
100
T 220
2 2
Mf - Pl x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 39200
ss 150
= 1714 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 1975 = 159 say = 150 mm
Hence Provided 20 mm F bar 150 mm cc The above reinforcement is to be provided at
inner face near the corners and at a height 100 m above the base For other height the above spacing
may be varied since bending moment will reduce
(F) Reinfocement at the middle of long wall -
Tension occurs at outer face However since distance of corner of steel from
water face will be less than 225 mm permissible stress will be 150 Nmm2 only Design constants
will be k = 0384 j = 0872 R =
Design BM = N-m per meter height =
M - Pl x 42467 x 1000 ) - x 80
sstjd 150 x 0872 x 190
N
mm2
1171
Ast for BM = =
314 mm2
100==
=
Also PL 39200
1582
mm2
1975
A =
= = 261
- =x = d - 190
Balancing moments
Final moments
19600
N-m
45733
p
8
=
Provide total depth T=
=
Ast for pull
- p p- 10667
- 233
BM at the center long span = - Mf 45733=8
233
BM at the center short span = - Mf =
+ p
42467 N-mm
45733 = -6533 N-mm
42467
Required depth = = 190 mm
6533
39200Direct tension on Long wall = PL = P x B2 =
58800Direct tension on short wall = PL = P x B2 =
19600
= w H x =6
m above the base where reinforcement is provided at the water face
1714 mm2
horizontal direction as well as pull The reinforcement for both will be in horizontal direction Hence
reinforcement has to be provided for a net moment (MF - Px ) where Mf is the moment at ends (causing
tension on water face) Similarly vertical section of unit height ( 1 m) of long wall at its end at the level of
mm80
=Ast for BM = =
=
42467
Total Ast
using 20 mm bars
PL 39200ss 150
= 1582 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 x
Spacing of Bars = 1000 x 314 1843 = 170 say = 170 mm
This is very near to the reinforcement provided at endsHence provided 20 mm f bars 150 mm
cc Bend half the bars provided at ends outwardsat distance L4 = 150 m form ends
This reinforcement is to be provided at outer face The additional 20 300 mm cc
are continued upto the end
(G) Reinforcement for shorts walls-
BM at ends=Mf = N-m Direct pull pu = N
M - PB x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 58800
ss 150
= 1651 + 392 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 2043 = 154 say = 150 mm
20 mm f bars 150 mm cc at inner face near the ends of short span
The BM at the center of short walls cause tension at water face (unlikethat in the center of long walls where
tension is produced at outer face )since this BM is small only nominal reinforcement is required Similarlly
we have to provide nominal reinforcement at outer face Hence bend half bars outward at distance B4= 100
m from each end and continue remaning half tjrought Thus at the center of span the reinforcement on each
face will consist of 20 300 mm cc
(H) Reinforcement for cantilever moment and distribution reinforcement-
max cantilever moment= N-m
x
150 x 0872 x 190
03
100
Since half of this area of steel can reist cantilever momnt we will provide = 330 mm2 steel area vertically
on the inner face and remaining area ie= 330 mm2 vertically at outer face to serve as distribution
reinforcment Area of steel on each face = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 785 330 = 238 say = 230 mm
Hence Provided 10 mm F bar 230 mm cc on out side face at bottom of long wall
2 Design of Horizontal slabe -
(A) Loading and BM -
Ratio of lb = 600 400 = 150 lt 2 Two way slab
Let the thickness of slab (for purpose of calculating the self weight) = mm
Load due to self weight of Slab = 1 x 100 x 030 x = Nm
Load due to water = 1 x 100 x 300 x 9800 = Nm
Super imposed live load = 1 x 1 x 2000 = Nm
Total load per meter run = Nm
= 300 - 30 = 270 mm we have
Ly = 600 + 030 = 630 m and lx = 400 + 030 = m
r = ly lx = 630 430 = 147
9 of table 106 from which a x = and ay = (see table)
314 mm2
100A = = =
4
261 mm2=
1843Total Ast
using 20 mm bars
=
Total Ast
using 20 mm bars
Ast for pull
314 mm2
100A = = =
Ast for pull =
=
mm2
392 mm2
2631000
=
mm f bars
6533
58800
= 1651
Hence provide
=
2043
=
Ast for BM =
45733
x(=But minimum reinforcementin vertical direction
mm2Ast =
6533=
= mm2
100using 10
330
220
mm bars
1000x
A = 785
mm2)=
mm f bars provided
=
660
Taking effective depth
430
This is case 0089 0056
7200
2000
38600
300
29400
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
PL 39200ss 150
= 1582 + 261 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 x
Spacing of Bars = 1000 x 314 1843 = 170 say = 170 mm
This is very near to the reinforcement provided at endsHence provided 20 mm f bars 150 mm
cc Bend half the bars provided at ends outwardsat distance L4 = 150 m form ends
This reinforcement is to be provided at outer face The additional 20 300 mm cc
are continued upto the end
(G) Reinforcement for shorts walls-
BM at ends=Mf = N-m Direct pull pu = N
M - PB x 45733 x 1000 ) - x 80
sstjd 150 x 0872 x 190
PL 58800
ss 150
= 1651 + 392 = mm2 per meter height
314xdia2
314 x 20 x 20
4 x100 4 x
Spacing of Bars = 1000 x 314 2043 = 154 say = 150 mm
20 mm f bars 150 mm cc at inner face near the ends of short span
The BM at the center of short walls cause tension at water face (unlikethat in the center of long walls where
tension is produced at outer face )since this BM is small only nominal reinforcement is required Similarlly
we have to provide nominal reinforcement at outer face Hence bend half bars outward at distance B4= 100
m from each end and continue remaning half tjrought Thus at the center of span the reinforcement on each
face will consist of 20 300 mm cc
(H) Reinforcement for cantilever moment and distribution reinforcement-
max cantilever moment= N-m
x
150 x 0872 x 190
03
100
Since half of this area of steel can reist cantilever momnt we will provide = 330 mm2 steel area vertically
on the inner face and remaining area ie= 330 mm2 vertically at outer face to serve as distribution
reinforcment Area of steel on each face = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Spacing of Bars = 1000 x 785 330 = 238 say = 230 mm
Hence Provided 10 mm F bar 230 mm cc on out side face at bottom of long wall
2 Design of Horizontal slabe -
(A) Loading and BM -
Ratio of lb = 600 400 = 150 lt 2 Two way slab
Let the thickness of slab (for purpose of calculating the self weight) = mm
Load due to self weight of Slab = 1 x 100 x 030 x = Nm
Load due to water = 1 x 100 x 300 x 9800 = Nm
Super imposed live load = 1 x 1 x 2000 = Nm
Total load per meter run = Nm
= 300 - 30 = 270 mm we have
Ly = 600 + 030 = 630 m and lx = 400 + 030 = m
r = ly lx = 630 430 = 147
9 of table 106 from which a x = and ay = (see table)
314 mm2
100A = = =
4
261 mm2=
1843Total Ast
using 20 mm bars
=
Total Ast
using 20 mm bars
Ast for pull
314 mm2
100A = = =
Ast for pull =
=
mm2
392 mm2
2631000
=
mm f bars
6533
58800
= 1651
Hence provide
=
2043
=
Ast for BM =
45733
x(=But minimum reinforcementin vertical direction
mm2Ast =
6533=
= mm2
100using 10
330
220
mm bars
1000x
A = 785
mm2)=
mm f bars provided
=
660
Taking effective depth
430
This is case 0089 0056
7200
2000
38600
300
29400
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
Mx = axwlx2
= 0089 x 38600 x 4302= = N-mm
My = aywlx2
= 006 x 38600 x 4302= = N-mm
(B) taking 10 m width for calculation purposean BM = N-mm
= 300 mm
BM
Rxb 0913 x 1000
k scbc 0289 x 7
2sst 2 x 230
= 04
14 for HYSD bars
span span 4300
depth 28 28
300 8 mm F bars and a nomonal cover mm
= 300 - 30 - 4 = mm
= 266 - 8 = mm
= 34 ly = 3 4 x 630 = 473 m
= 0500 x( 630 - 473 ) = 079 or 788 mm
230 x 090 x 266
314xdia2
314 x 16 x 16
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 201 1149 = 1749 say = 175 mm
Hence Provided 16 mm F bar 170 mm cc for middile strips of width 473 m
= 015 x 430 = 065 or 640 mm
640 + 150 = 790 mm from the edge of the slab
640 - 150 - 30 = 460 mm from the center of support
gt than 01xlx = 01 x 4300 = 430 mm
460 + 150 = 610 mm edge strip length 788 mm
Ast 12 = 012 100 x 1000 x 300 = 360 mm2
314xdia2
314 x 8 x 8
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 50 360 = 1396 say = 130 mm
Hence Provided 8 mm F bar 130 mm cc
(C) = 300 mm
230 x 090 x 258
314xdia2
314 x 12 x 12
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 113 745 = 152 say = 152 mm
Hence Provided 12 mm F bar 150 mm cc for middile strips of width 323 m
for the edge strip of widtg 430 8 = 054 m provide 300 mm
= 015 x 630 = 095 or 940 mm
940 + 150 = 1090 mm from the edge of the slab
940 - 150 - 30 = 760 mm from the center of support
gt than 01xlx = 01 x 6300 = 630 mm
760 + 150 = 910 mm edge of slab
(D) Check for shear and development length in short span
= 38600 x 430 x 147 ( 200 + 147 )=
nominal shear stress at long edges = ( 1000 x 266 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
Design section for long Assuming Beam width
From point of stiffness (deflection)point of veiw span effective depth Ratio = 20
30
Assuming bearing
39968 39968000
mm
x 100
Design of section
for short span -
63521
Effective depth required = =63521000
= 270
044
However using under reinforcement section and taking p
= x 100 =For a balanced design
percentage reinforcement=
We have from modification factore =
= 20 x 14 hence d
= 1149
Available depth for short span 266
for long span
==
= 154
258for short sapn width of middle strip
width of edge strip
mm2
sst x j x D
mm
Hence provided total thickness = mm using
=63521000
(Ast)x =BM
using 16 mm bars A = 201 mm2
100= =
bent half bars at distance = 015 l
from the center of support or at a distance of
50 mm2
100
Available length of bars at the top
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
The reinforcement of edge strip is given
using 8
745
= =mm bars A =
mm2=(Ast)x =
BM
=using A =
=39968000
113 mm2
100
sst x j x D
12 mm bars =
assumming bending of the bars at 45 dgree the length is
Hence length of top bars from edge of slab
SF at long edge = wlx r2+r 703142939
mm f bars
bent half bars at distance = 015 l
from the center of support or at a distance of
Available length of bars at the top
70314 0264
6352100063521
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 266 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1009 gt 700
Note The code requires that the positive reinforcement should extention to support at least by Ld3
hence minimum support width = Ld3+x= 700 3 + 30 = 264 mm lt 300 mm
(E) Check for shear and development length in long span
= 033 x x 430 =
nominal shear stress at long edges = ( 1000 x 258 )= Nmm2
At the long edges the diameter of bars should be so restricted that the following requirement is satisfied
13 xM1 1000 x 113
V
Let us check development length at the ends of supports M1 = sst Ast Jc d
where MB = 86954 x 230 x 0904 x 258 = v = N
Lx 300
2 2
13 xM1
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 583F = 58 x 12 = 700 mm
M1
V
= 1216 gt 700
(F) Torsional reinforcement at corners
430 5 = 086 + 015 = 101
3 4 x 1149 = mm2
314xdia2
314 x 10 x 10
4 x100 4 x
Pitch s = = 1000 x As A = 1000 x 79 862 = 911 say = 92 mm
Hence Provided 10 mm F bar 90 mm cc
However it is prferable to use the same spacing as provided for main reinfrcement in
170 mm cc
130 mm cc
10 170 mm cc in the short span direction
150 mm cc
10 150 mm cc in the long span direction
Hence Code requirement are satisfied
Hence Code requirement are satisfied
+ L0 gt Ld Ast at supports = =
120
870 mm2
130
Lo = - x =( - 30
+ L0 = 13 x48080531
2038= =12 870
mm
70314
)=
L0 gt Ld
Devlopment length Ld =
+ 120 = 1009 mm
SF at long edge = 13wlx 55327
55327 0214
mm
Thus = 13x +
7031448080531
5532746634500
+ L0 gt Ld Ast at supports =
Lo = - x =( -
mm2
130= 870
)= 120 mm30
55327+ L0 = 13 x
46634500+ 120 = 1216 mm
2038870
+ L0 gt Ld
Devlopment length Ld == =12
785using 10 mm bars A
Size of torsional mesh =lx 5 = m from slab edge
Area of torsional reinforcement =34 (Ast)x = 862
In long span main reinforcement is
Hence provide mm f bars
mm2
100
the short span main reinforcement in the middle strip has been provided
while for edge strip it is provided
= = =
Hence provide mm f bars
mm
Thus = 13x
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
3 Design of ring Beam - For Long span
(A)
Effective span of beam = 600 + 030 = 630
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 630 x 630
8 8
= 213 x 10 3
N-m or 213 x 10 6 N-mm
wl 42920 x 600
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 1132 = 1856 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 )x( 159 - 50
(E) Reinforcing bars
Ast = 1856
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 1856 201 = 924 say = 10 No
Hence Provided 7 bars of 16 mm F bar placed at bottom and 3 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover 30 mm
Use 25mm f spacer bars at 1 m cc
Ast = 2934
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 2934 314 = 934 say = 10 No
Hence Provided 10 bars of 20 mm F bar at top in one tier 30 mm
Bending moment and shear force-
mm2
mm bars = = 314
100
= 201100
=550
x 1132 = 2934
mm2
Asc =m (d - nc)
Ast2(mc-1)(nc-dc)
x 550
Area of tensile reinfocement is given by Ast2 =130149580
=
pk_nandwanayahoocoin
mm bars A =
A
130149580
=
1132 mm2
725 mm2
159
mm2
mm2
mm2
keep a nominal cover
m
4320
38600
42920
Increase depth of beam
0289
= 128760
82850420=
where nc = =
213000000 82850420
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1
F = N
=
=
M = = 213000 N-m
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 250 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 5 bars and continue 5 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 7 bars Hence curtailed 3 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 7 x 201 = 1340 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 079 steel = 035 Nmm2 lt 076 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 035 x 300 x 562 = N
V s = V -Vc = 128760 - = N
314xdia2
314 x 10 x 10
4 x100 4 x
230 x 5620 x 1570
69750
However minimum shear reinforcement is governed by expression
= 2175 x 1570 x 415 = 472 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 300
Hence provide the 10 mm 290 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1 = moment of resistance of section assuming all reinforcement stress to sst
230 x 1340 x 0904 x 562
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
x1000 = M1 -
M1 = M 1000- x
M1 =
130149580
x 1000
= 250 m42920
x = = =
725
Available effective depth
tv = =128760
= 076 N mm2
1340 = 079 =100
x
= 1570using 10 mm 2 leg strirrup Asv =
= 291 mm say
= 2 x
290 mmVs
pk_nandwanayahoocoin
mm2
100
Sv =ssv x Asv x d
=
strirrups
by a compressive reaction the diameter of the reinforcement be such that L0 gt
Sv =2175 x Asv x fy
b
min
Ld
= = 1565 x 10 6 N-mm
1000000
128760
+
=( - 30 )we have L0 =( - x ) 105= mm
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
13 xM1 1565 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1685 gt 720
4 Design of Ring beam For short span
(A) Bending moment and shear force-
Effective span of beam = 400 + 030 = 430
Assume Total depth of Beam = 060 m for computation of dead weight
Let width of Beam = 030 m
self Load of Beam per meter run = 060 x 030 x 1 x = Nm
load from water tank = Nm
Total load per meter run = 4320 + = Nm
WL2
42920 x 430 x 430
8 8
= 100 x 10 3
N-m or 100 x 10 6 N-mm
wl 42920 x 400
2 2
(B) Moment of resistance M 1 and reinforcement A st1
Let us assume that center of tensile reinforcemet will be at = 30 + 20 = 50 mm above
d = 600 - 50 = 550 mm
= 0289 x 550 = 159 mm
For singly reinforcement balance section M1 = Rcbd2 = 0913 x 300 x 550 2= Nmm
230 x 0904 x 550
(C )Moment of resistance M 2 and reinforcement A st2
M2=M-M1 = - = Nmm
This remaining BM gas to be resisted by a couple providedby tensile and copressive rinforcements
Let the center of compressive reinforcement be placed at 30 + 20 = 50 mm
230 x 550 - 50
Total Ast = 725 + 142 = 867 mm2
(D) Compressive reinforcement Asc
133 x( - 159 )
15 x( 1333 - 1 x( 159 - 50
(E) Reinforcing bars
Ast = 867
using 16 = 314xdia2
314 x 16 x 16
4 x100 4 x
Nomber of Bars = AstA = 867 201 = 431 say = 5 No
Hence Provided 3 bars of 16 mm F bar placed at bottom and 2 nos rest bar placed at top tier
keeping a clear distance of 25 mm between the two tier keep a nominal cover mm f bars mm
= 99200 N-m
38600
M = =
F = =
pk_nandwanayahoocoin
m
OK
4320
42920
+ L0 = 13 x
=16 2300
= mm
1685 mm128760
+
Ld
Devlopment length =
Thus = 13x +
= 85840 N
Hence Code requirement are satisfied
L0 gt
719
105 =
nc = kcd
82850420
Area of tensile reinfocement is given by Ast1 =82850420
= 725 mm2
99200000 82850420 16349580
Area of tensile reinfocement is given by Ast2 =16349580
= 142 mm2
Ast =m (d - nc)
Ast2 where nc = 550 = 159(mc-1)(nc-dc)
0289 x
= 369 mm2
mm2
=550
x 142
mm bars A = = mm
2
100201
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
Use 25mm f spacer bars at 1 m cc
Ast = 369
using 20 = 314xdia2
314 x 20 x 20
4 x100 4 x
Nomber of Bars = AstA = 369 314 = 118 say = 2 No
Hence Provided 2 bars of 20 mm F bar at top in one tier 30 mm
(F) Curtailement of reinforcement
The bending at any point distance x meters from the center of the span is given by
wL2 wx
2wx
2 where the moment M1
8 2 2 and M are in N-mm unit
At the point where compressive reinfrocement is not required the bending moment should be equal to M1
wx2
2
2(M1 -M) 2M2 2 x
1000w 1000w 1000 x
Hence at x = 090 m from the center copmressive reinforcement is no longer required and
it may there fore curtailed However curtail only 1 bars and continue 1 bars upto supports
At this section bending moment M1 ony Hence tensile reinforcement required =Ast1 = mm2
which will need only 3 bars Hence curtailed 2 bars of 2nd
tier at this point and continue rest of the
bars at supports
(G) Shear reinforcement
Near the support where the SF is maximum the section is singly reinfoced
(since the two compressive reinforcing bars serve as holding bars of the strirrups)
= 600 - 30 - 8 = 562 mm
V
bd 300 x 562
Available Ast = 3 x 201 = 670 mm2
100Ast
bd 300 x 562
Hence from Table permissible shear (tc)= 040 steel = 026 Nmm2 lt 051 Nmm
2
which is lt than the nominal shear stress hence shear reinforcement is Required
V c = Tcbd = 026 x 300 x 562 = N
V s = V -Vc = 85840 - = N
314xdia2
314 x 8 x 8
4 x100 4 x
230 x 5620 x 1005
42004
However minimum shear reinforcement is governed by expression
= 2175 x 1005 x 415 = 302 mm
300
Subject to maximum of 075d or b which ever is less= 075 x 562 = 422 gt 300 min 300
Hence provide the 8 mm 300 mm cc
(H) Check for devlopment length -
The code stipulates that at the simple supports where reinforcement is confined
13xM1
V
M1= moment of resistance of section assuming all reinforcement stress to sst
230 x 670 x 0904 x 562
M1
mm bars A = = 314
x = =
keep a nominal cover
M1 = x1000 x 1000= M1 -
=
mm2
mm2
100
090 m42920
= M - x 1000
=16349580
670 =
85840= 051 N mm
2
=
725
Available effective depth
tv = =
100x
using 8 mm 2 leg strirrup Asv = = 2 x = 1005 mm2
100
040
mm say Sv =ssv x Asv x d
=
Sv =2175 x Asv x fy
b
300 mmVs
pk_nandwanayahoocoin
= 309
10 6 N-mm
strirrups
by a compressive reaction the diameter of the reinforcement be such that + L0 gt Ld
= = 7826 x
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
V = N and L0 = Sum of anchore value of hooks
Let us provide a support equal to width of wall - cover ie 300 - 30 = 270 mm
Let the clear side cover x = 30 mm For a angle 90 0 bend having anchorege value of 8F
ls 270
2 2
13 xM1 7826 x 10 6
V
f s st x
4 tbd 4 x( 16 x 08 )
Alternatively Ld = 45 F = 45 x 16 = 720 mm
M1
V
= 1290 gt 720
3 Design of tower-(A) Loading and moments- Refer to fig1
Wind load on tank 600 x 300 x 100 = 1800 kN
(B) Load on coloumns-
Asumption Tank wall Thickness = 030 m
Size of column = 030 x 030 m
Dead weight of tank 2 x 600 x 300 x 03 x 24 = 260 kN
2 x 400 x 300 x 03 x 24 = 173 kN
Sub Total = 433 kN
Weight of water 7200 x 980 = 706 kN
Self weight of columns 4 x 030 x 030 x 600 x 24 = 52 kN
Self weight of Braces` 2 x 030 x 030 x 600 x 24 = 26 kN
2 x 030 x 030 x 600 x 24 = 26 kN
Total dead load= 1243 kN
Dead load per column = 1243 4 = 311 kN
Shear force in each column due to wind = 1800 4 = 45 kN
Bending moment in column = 45 x 15 = 675 kNm
If v = direct laod due to wind taking moment about B we have
2 v x 600 + 675 x 400 = 1800 x 75
v =( 135 - 27 ) 12 = 900 kN
(C )Design of column section
Size of column 300 x 300 mm
Axial load = p = 311 + 900 = 320 kN
Bending moment =M = 675 kN-m
Eccentricity e = 675 x 1000 x 1000 = 22 mm
320 x 1000
The load and eccentricity is small try 08 steel of concrete section
Ast = 08 x 300 x 300 = 720 mm2
100
Provide 16 mm f bars Nos of bars = 720 201 = 4 Nos
Atcual Ast provided = 804 mm2
Ac =( 300 x 300 )+( 15 x 133 x 804 )= mm2
300 x 3003+ 15 x 133 x 804 x 100
2
12
= mm4
or 8358 x 108
mm4
Using cover 50 mm h = 100
(D) Stress in concrete
320 x 1000= Nmm
2
10607598302
le =
835759800
compressive stress =
10 6 N-mm
1000000
85840
we have L0 =( -
= = 7826 x
- 30 ) =x ) =( 105 mm
+ L0 = 13 x + 105 = 1290 mm85840
Devlopment length = =16 2300
= 719
Hence Code requirement are satisfied
mm
Thus = 13x + L0 gt Ld
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
675 x 1000 x 1000 x 150
scc scb 302 121
scc scb 5 7
(E) Lateral reinforcement-
Diameter of tie = 16 4 = 4 mm
Use = 5 mm F bars for tie
Picth shall be at least of
(a) Least lateral diamention of columns = 300 mm
(b) 16 time of longitudinal bars 16 x 16 = 256 mm
copy 48 time of lateral reinforcement 48 x 5 = 240 mm
Using 5 mm tie 240 mm cc
(F) Design of braces
Moment in brace = 2 x 45 x 15 = 135
Moment in brace 135
half length of brace 2
Size of braces asume = 300 x 300 mm cover = 30
M 1350 x 1000 x 1000
sstjd 190 x 09 x 270
But minimum area of steel is given by
085 bd 085 x 300 x 270
fy 415
Provide 12 mm f bars Nos of bars = 291 113 = 3 Nos
Atcual Ast provided = 339 Both at top and bottom with cover mm 30
of steel provided 339 x 100 300 x 270 = 042
V 675 x 1000
bd 300 x 270
From table Tc = 027 Nmm2
0083 lt 027
Nominal shear reinforcement are provided
use 6 mm 2 legged strirrups the spacing is given by
Asv x fy 2 x 283 x 415
04 x b 040 x 300
Provide 6 mm 2 Legged F bars 190 mm cc
4 shown in drawing
121 Nmm2
835759800
+ lt 1
Bending stress = =
675
kN-m
= + 078 lt
Ast = = =
1 OK
Shear force in brace = = =
Ast = = = 166 mm2
s y = = = 190 mm
mm2
Nominal shear stress tv= Nmm2
lt
= 0083
291 mm2
203
kN
=
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1867 1333 1098 933 811 718
5 7 85 10 115 13
9333 9333 9333 9333 9333 9333
kc 04 04 04 04 04 04
jc 0867 0867 0867 0867 0867 0867
Rc 0867 1214 1474 1734 1994 2254
Pc () 0714 1 1214 1429 1643 1857
kc 0329 0329 0329 0329 0329 0329
jc 089 089 089 089 089 089
Rc 0732 1025 1244 1464 1684 1903
Pc () 0433 0606 0736 0866 0997 1127
kc 0289 0289 0289 0289 0289 0289
jc 0904 0904 0904 0904 0904 0904
Rc 0653 0914 111 1306 1502 1698
Pc () 0314 044 0534 0628 0722 0816
kc 0253 0253 0253 0253 0253 0253
jc 0916 0916 0916 0914 0916 0916
Rc 0579 0811 0985 1159 1332 1506
Pc () 023 0322 0391 046 053 0599
M-15 M-20 M-25 M-30 M-35 M-40
018 018 019 02 02 02
022 022 023 023 023 023
029 030 031 031 031 032
034 035 036 037 037 038
037 039 040 041 042 042
040 042 044 045 045 046
042 045 046 048 049 049
044 047 049 050 052 052
044 049 051 053 054 055
044 051 053 055 056 057
044 051 055 057 058 060
044 051 056 058 060 062
044 051 057 06 062 063
M-15 M-20 M-25 M-30 M-35 M-40
16 18 19 22 23 25
100As 100As
bd bd
scbc Nmm2
m scbc
(a) sst =
140
Nmm2
(Fe 250)
VALUES OF DESIGN CONSTANTS
Grade of concrete
Modular Ratio
(b) sst =
190
Nmm2
(c ) sst =
230
Nmm2
(Fe 415)
(d) sst =
275
Nmm2
(Fe 500)
Permissible shear stress Table tv in concrete (IS 456-2000)
100As Permissible shear stress in concrete tv Nmm2
175
200
225
300 and above
250
bd
lt 015
025
050
075
100
125
150
tcmax
275
Shear stress tc Reiforcement
M-20 M-20
Grade of concrete
Maximum shear stress tcmax in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
015 018 018 015
016 018 019 018
017 018 02 021
018 019 021 024
019 019 022 027
02 019 023 03
021 02 024 032
022 02 025 035
023 02 026 038
024 021 027 041
025 021 028 044
026 021 029 047
027 022 030 05
028 022 031 055
029 022 032 06
03 023 033 065
031 023 034 07
032 024 035 075
033 024 036 082
034 024 037 088
035 025 038 094
036 025 039 100
037 025 04 108
038 026 041 116
039 026 042 125
04 026 043 133
041 027 044 141
042 027 045 150
043 027 046 163
044 028 046 164
045 028 047 175
046 028 048 188
047 029 049 200
048 029 050 213
049 029 051 225
05 030
051 030
052 030
053 030
054 030
055 031
056 031
057 031
058 031
059 031
06 032
061 032
062 032
063 032
064 032
065 033
066 033
067 033
068 033
069 033
07 034
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
071 034
072 034
073 034
074 034
075 035
076 035
077 035
078 035
079 035
08 035
081 035
082 036
083 036
084 036
085 036
086 036
087 036
088 037
089 037
09 037
091 037
092 037
093 037
094 038
095 038
096 038
097 038
098 038
099 038
100 039
101 039
102 039
103 039
104 039
105 039
106 039
107 039
108 04
109 04
110 04
111 04
112 04
113 04
114 04
115 04
116 041
117 041
118 041
119 041
120 041
121 041
122 041
123 041
124 041
125 042
126 042
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
127 042
128 042
129 042
130 042
131 042
132 042
133 043
134 043
135 043
136 043
137 043
138 043
139 043
140 043
141 044
142 044
143 044
144 044
145 044
146 044
147 044
148 044
149 044
150 045
151 045
152 045
153 045
154 045
155 045
156 045
157 045
158 045
159 045
160 045
161 045
162 045
163 046
164 046
165 046
166 046
167 046
168 046
169 046
170 046
171 046
172 046
173 046
174 046
175 047
176 047
177 047
178 047
179 047
180 047
181 047
182 047
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
183 047
184 047
185 047
186 047
187 047
188 048
189 048
190 048
191 048
192 048
193 048
194 048
195 048
196 048
197 048
198 048
199 048
200 049 case No
201 049
202 049
203 049 Interior panels
204 049 1 Negative moment at continuous edge 0032
205 049 Positive moment at mid span 0024
206 049 One short edge discontinuos
207 049 2 Negative moment at continuous edge 0037
208 049 Positive moment at mid span 0028
209 049 One long edge discontinuos
210 049 3 Negative moment at continuous edge 0037
211 049 Positive moment at mid span 0028
212 049 Two adjacent edge discontinuos
213 050 4 Negative moment at continuous edge 0047
214 050 Positive moment at mid span 0035
215 050 5 Two short edge discontinuos
216 050 Negative moment at continuous edge 0045
217 050 Positive moment at mid span 0035
218 050 6 Two long edge discontinuos
219 050 Negative moment at continuous edge - -
220 050 Positive moment at mid span 0035
221 050 7 Three edge discontiuos
222 050 one long edge continuos
223 050 Negative moment at continuous edge 0057
224 050 Positive moment at mid span 0043
225 051 8 Three edge discontiuos
226 051 one short edge continuos
227 051 Negative moment at continuous edge - -
228 051 Positive moment at mid span 0043
229 051 9 four edge discontinuos
230 051 Positive moment at mid span 0056
231 051
232 051
233 051
234 051
235 051
236 051
237 051
238 051ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
four edge discontinuos
Type of paneland moment
short span cofficient axfor value of LyLx
1
Table 106Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
239 051
240 051 1 0056 0056
241 051 11 0064 0056
242 051 12 0072 0056
243 051 13 0079 0056
244 051 14 0085 0056
245 051 15 0089 0056
246 051 175 01 0056
247 051 2 0107 0056
248 051
249 051
250 051
251 051
252 051
253 051
254 051
255 051
256 051
257 051
258 051
259 051
260 051
261 051
262 051
263 051
264 051
265 051
266 051
267 051
268 051
269 051
270 051
271 051
272 051
273 051
274 051
275 051
276 051
277 051
278 051
279 051
280 051
281 051
282 051
283 051
284 051
285 051
286 051
287 051
288 051
289 051
290 051
291 051
292 051
293 051
294 051
ly lx
positive
moment at
mid span
a x
Long span
cofficiet ay
for all value
of lylx
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
295 051
296 051
297 051
298 051
299 051
300 051
301 051
302 051
303 051
304 051
305 051
306 051
307 051
308 051
309 051
310 051
311 051
312 051
313 051
314 051
315 051
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45
tbd (N mm2) -- 06 08 09 1 11 12 13
M 15
M 20
M 25
M 30
M 35
M 40
M 45
M 50
(Nmm2) Kgm2 (Nmm2) Kgm
2
M 10 30 300 25 250
M 15 50 500 40 400
M 20 70 700 50 500
M 25 85 850 60 600
M 30 100 1000 80 800
M 35 115 1150 90 900
M 40 130 1300 100 1000
M 45 145 1450 110 1100
M 50 160 1600 120 1200
M-10 M-15 M-20 M-25 M-30 M-35 M-40
12 20 28 32 36 40 44
Degree sin Degree cos tan cot
Value of angle
Grade of concrete
sctmax
Permissible direct tensile stress in concrete (IS 456-2000)
14 140
60
12 120
13 130
10 100
11 110
in kgm2
Bending acbc Direct (acc)
08 80
09 90
-- --
06
Grade of
concrete
Development Length in tension
Plain MS Bars HYSD Bars
tbd (N mm2) kd = Ld F tbd (N mm2)
Permissible Bond stress Table tbd in concrete (IS 456-2000)
kd = Ld F
06 58 096
09 39 144 40
1 35 16 36
60
08 44 128 45
11 32 176
13 27 208 28
14 25 224 26
33
12 29 192 30
Permission stress in compression (Nmm2)
Permissible stress in concrete (IS 456-2000)
Permissible stress in bond (Average) for
plain bars in tention (Nmm2)
(Nmm2)
Grade of
concrete
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
1 0017 1 1000 0017 57295
15 0026 15 1000 0262 56300
2 0035 2 0999 0035 28644
25 0044 25 0999 0044 22913
3 0052 3 0999 0052 19083
35 0061 35 0998 0061 16362
4 0070 4 0998 0070 14311
45 0078 45 0997 0079 12707
5 0087 5 0996 0087 11437
55 0096 55 0995 0096 10385
6 0104 6 0995 0105 9563
65 0113 65 0994 0114 8777
7 0122 7 0993 0123 8149
75 0131 75 0991 0132 7597
8 0139 8 0990 0140 7119
85 0148 85 0989 0149 6691
9 0156 9 0988 0158 6315
95 0165 95 0986 0168 5963
10 0174 10 0985 0176 5673
105 0182 105 0983 0185 5396
11 0191 11 0981 0194 5142
115 0199 115 0980 0203 4915
12 0208 12 0978 0213 4704
125 0819 125 0976 0839 1192
13 0225 13 0974 0231 4332
135 0233 135 0972 0240 4166
14 0242 14 0970 0249 4011
145 0250 145 0968 0259 3867
15 0259 15 0966 0268 3732
155 0259 155 0964 0269 3723
16 0276 16 0961 0287 3488
165 0284 165 0959 0296 3376
17 0292 17 0956 0306 3272
175 0301 175 0954 0315 3172
18 0309 18 0951 0325 3078
185 0317 185 0948 0335 2989
19 0326 19 0946 0344 2905
195 0334 195 0943 0354 2824
20 0342 20 0940 0364 2747
205 0350 205 0937 0374 2674
21 0358 21 0934 0384 2605
215 0367 215 0930 0394 2539
22 0375 22 0927 0404 2475
225 0383 225 0924 0414 2414
23 0391 23 0921 0424 2356
235 0399 235 0917 0435 2300
24 0407 24 0924 0440 2271
245 0415 245 0910 0456 2194
25 0422 25 0906 0466 2148
255 0431 255 0905 0476 2103
26 0438 26 0898 0488 2049
265 0446 265 0895 0499 2006
27 0454 27 0891 0510 1963
275 0462 275 0887 0521 1921
28 0469 28 0883 0532 1881
285 0477 285 0879 0543 1842
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
29 0485 29 0875 0554 1804
295 0492 295 0870 0566 1767
30 0500 30 0866 0577 1732
305 0508 305 0862 0589 1698
31 0515 31 0857 0601 1664
315 0522 315 0853 0613 1632
32 0530 32 0848 0625 1600
325 0537 325 0843 0637 1570
33 0545 33 0839 0649 1540
335 0552 335 0834 0662 1511
34 0559 34 0829 0675 1483
345 0566 345 0834 0679 1473
35 0573 35 0819 0700 1429
355 0581 355 0814 0713 1402
36 0588 36 0809 0726 1377
365 0595 365 0804 0740 1351
37 0602 37 0799 0754 1327
375 0609 375 0793 0767 1303
38 0616 38 0788 0781 1280
385 0623 385 0783 0795 1257
39 0629 39 0777 0810 1235
395 0636 395 0772 0824 1213
40 0643 40 0766 0839 1191
405 0649 405 0760 0854 1171
41 0656 41 0755 0869 1150
415 0663 415 0749 0885 1130
42 0669 42 0743 0900 1111
425 0676 425 0737 0916 1091
43 0682 43 0731 0933 1072
435 0688 435 0725 0949 1054
44 0695 44 0719 0966 1036
445 0701 445 0713 0983 1018
45 0707 45 0707 1000 1000
455 0713 455 0701 1018 0983
46 0719 46 0695 1036 0966
465 0725 465 0688 1054 0949
47 0731 47 0682 1072 0933
475 0737 475 0676 1091 0916
48 0742 48 0669 1109 0902
485 0749 485 0663 1130 0885
49 0755 49 0656 1150 0869
495 0760 495 0649 1171 0854
50 0766 50 0643 1192 0839
505 0772 505 0636 1213 0824
51 0777 51 0629 1235 0810
515 0786 515 0623 1262 0792
52 0788 52 0616 1280 0781
525 0793 525 0609 1303 0767
53 0799 53 0602 1327 0754
535 0804 535 0595 1351 0740
54 0809 54 0588 1376 0727
545 0814 545 0581 1402 0713
55 0819 55 0574 1428 0700
555 0824 555 0566 1455 0687
56 0829 56 0559 1483 0675
565 0834 565 0552 1511 0662
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
57 0839 57 0545 1540 0649
575 0843 575 0537 1570 0637
58 0848 58 0530 1600 0625
585 0853 585 0522 1632 0613
59 0857 59 0515 1664 0601
595 0862 595 0508 1698 0589
60 0866 60 0500 1732 0577
605 0870 605 0492 1767 0566
61 0875 61 0485 1804 0554
615 0879 615 0477 1842 0543
62 0883 62 0470 1880 0532
625 0887 625 0462 1921 0521
63 0891 63 0454 1963 0510
635 0895 635 0446 2006 0498
64 0899 64 0438 2051 0488
645 0903 645 0431 2097 0477
65 0906 65 0423 2145 0466
655 0910 655 0415 2195 0456
66 0914 66 0407 2246 0445
665 0917 665 0399 2300 0435
67 0921 67 0391 2356 0424
675 0924 675 0383 2414 0414
68 0927 68 0375 2475 0404
685 0930 685 0819 1136 0880
69 0934 69 0358 2605 0384
695 0937 695 0350 2674 0374
70 0940 70 0342 2747 0364
705 0943 705 0556 1696 0590
71 0946 71 0326 2904 0344
715 0948 715 0317 2989 0335
72 0951 72 0309 3078 0325
725 0954 725 0301 3172 0315
73 0956 73 0292 3271 0306
735 0959 735 0284 3376 0296
74 0961 74 0276 3488 0287
745 0964 745 0267 3606 0277
75 0966 75 0259 3732 0268
755 0968 755 0250 3868 0259
76 0970 76 0242 4011 0249
765 0982 765 0233 4209 0238
77 0974 77 0225 4332 0231
775 0976 775 0216 4511 0222
78 0978 78 0208 4705 0213
785 0980 785 0199 4915 0203
79 0982 79 0191 5145 0194
795 0983 795 0182 5396 0185
80 0985 80 0174 5673 0176
805 0986 805 0165 5977 0167
81 0988 81 0156 6315 0158
815 0989 815 0148 6691 0149
82 0999 82 0139 7178 0139
825 0991 825 0131 7597 0132
83 0993 83 0122 8145 0123
835 0994 835 0113 8777 0114
84 0995 84 0105 9517 0105
845 0995 845 0096 10389 0096
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
85 0996 85 0087 11431 0087
855 0997 855 0078 12716 0079
86 0998 86 0070 14302 0070
865 0998 865 0061 16362 0061
87 0999 87 0052 19083 0052
875 0999 875 0044 22913 0044
88 0999 88 0035 28637 0035
885 1000 885 0026 38299 0026
89 09998 89 0017 57295 0017
895 09999 895 0009 114931 0009
90 1000 90 0000 1000 0000
0043 0047 0051 0053 006 0065 0032
0036 0039 0039 0041 0045 0049 0024
0048 0051 0055 0057 0064 0068 0037
0036 0039 0041 0044 0048 0052 0028
0052 0057 0063 0067 0077 0085 0037
0039 0044 0047 0051 0059 0065 0028
006 0065 0071 0075 0084 0091 0047
0045 0049 0053 0056 0063 0069 0035
0052 0056 0059 006 0065 0069 -
004 0043 0044 0045 0049 0052 0035
- - - - - - 0045
0051 0057 0063 0068 008 0088 0035
0071 0076 008 0084 0091 0097 -
0053 0057 006 0064 0069 0073 0043
- - - - - - 0057
0059 0065 0071 0076 0087 0096 0043
0072 0079 0085 0089 01 0107 0056
steel Fy=415
fe= 240
0 -
01 2
015 19
Modification factore
15 175
short span cofficient axfor value of LyLx Long span
cofficiet ay
for all value
of lylx12 13 14 2
Bending moment cofficientsfor rectangular Panels supportedon four side with provision for torsion at corners (IS456 - 2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
02 18
025 17
03 16
035 15
04 14
045 135
05 13
055 125
06 12
07 115
08 112
09 11
1 1
11 095
12 093
13 091
14 09
15 09
16 089
17 089
18 088
19 088
2 086
21 086
22 085
23 085
24 084
25 084
26 083
27 083
28 082
29 082
3 081
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)
M-50
14
Permissible Bond stress Table tbd in concrete (IS 456-2000)