1 Tank capacity
Ltr.
1000
m3 100 mm thick2 Height of tower from G.L.
16.00
1.00
mtr3 Live load on Dome
1.50
kN/m20.1
kN/m2 300 x 3003 Intencity of wind
1.50
kN/m
210
kN/m34 Noumber of columns
8
No. Bearing capcity of earth250
kN/m24 Conrete
M
20
24
kN/m3 12.00 ms
cc5
N/mm2 m13
s
cb7
N/mm2 Q0.897
8.00 m5 Steel HYSD
fy
415
150
N/mm2Resistance to cracking sct
1.2
N/mm2s
cb1.7
N/mm
2 Bottom Ring Beam Conocal Dom6 Nominal Cover
25
mm
40
mm 1200 x 600 mm 600 mm thick7 Depth / diameter Ratio
1:
0.75
8 Reinforcement Borrom sperical Dom 300 mm
Top Dome (main / distri. )
8
mm F160
mm c/c both way 2.00mTop Ring Beam
12
mm F8
Nos. Bottom 2.00two ledge srirrups
8
mm F300
mm c/c 8.00 MVertical wall 600 x 1200 4.00 m
2 m from top hoop ring
10
mm F190
mm c/c both side 4 m from top hoop ring16
mm F250
mm c/c both side 8 m from top hoop ring20
mm F190
mm c/c both side2 m from top Distri. Steel
10
mm F260
mm c/c both side Group of columns4 m from top Distri. Steel
10
mm F170
mm c/c both side 650 4.00 m8 m from top Distri. Steel
10
mm F130
mm c/c both sideBottom Ring Beam
Main
20
mm F18
Nos. 4.00 mDistri. Steel
10
mm F150
mm c/cConical wall
Main
25
mm F190
mm c/cDistri. Steel
10
mm F130
mm c/c 4.00 mBottom sperical Dome
10
mm F120
mm c/c both side CircularBottom circular girder Main top
25
mm F6
Nos. Girder for RaftVertical strirrups
12
mm F110
mm c/c4
Ledge 750 X 1000 1.00 mMain bottom
25
mm F5
Nos. mmVertical strirrups
10
mm F300
mm c/c2
Ledge 1000Column supprting tower Main
32
mm F8
Nos. 5.00 m 250Latral
10
mm F300
mm c/c mBracing main
25
mm F4
Nos. at top and bottomstrirrups
10
mm F300
mm c/c2
Ledge strirrup Circular girder for Raft bottom25
mm F6
Nos.top
25
mm F3
Nos.strirrups
12
mm F130
mm c/c4
Ledge strirrup Raft Foundation slab main25
mm F200
mm c/cDistribution
12
mm F180
mm c/c pk_nandwana@yahoo.co.in 25 mm f @ 11.00 BracesO.K.
m Effective Cover Tensile stress (Tank) unit weight wt of water m N.S.L. 500 3.00DESIGN OF INTZE WATER TANK
Top Dome
mm dia Circular Girder Top Ring Beam
2.00 Circular 1.60
Name of work:-
pkn
Finishes load mtr Foudation from G.L.1000000
8
mm f @160
mm c/c Both side 6 Nos. top 10 mm f @ 150 mm c/c strirrup 300 B1 6.00 M 12 mm f @ 8 Nos. 300 8 mm f @ 300 mm c/c 0 m 200 10 mm f @ 190 mm c/c mm 10 mm f @ 260 mm c/c 200 x 200 300 10 mm f @ 170 mm c/c Fillet 10 mm f strirrup mm 16 mm f @ 250 mm c/c Braces 300 mm c/c 2 m 25 mm f 20 mm f @ 190 mm c/c 4 nos.top 4 m 25 mm f 10 mm f @ 130 mm c/c 4 nos.Bottom 400 mm 20 mm f @ 18 Nos. 25 mm f mm f mm f @ 150 mm c/c 10 mm f 3 nos.top nos.top 600 mm 300 mm c/c 12 mm f 25 mm f 32 mm f 130 mm c/c 6 nos.top 8 mm c/c 25 mm f 12 mm f 200 mm c/c 6 nos.top 25 mm f @ 6 Nos. top 32 mm f 10 mm f 12 mm f @ 8 nos. 300 mm c/c 110mmc/c.strirrup 1200 12 mm f @ 6Nos.both side 25 mm f @ 5 Nos.bottom pk_nandwana@yahoo.co.in 300 10 100Bottom circular girder
Reinforcement detail in Intze Tank.
1200
600
Reinforcement Detail in circular girder and Raft foundation slab
Reiforcement in circular girder
Reinfocement in Brace
Cross -section of Bottom Ring girder
columns
500
Reinforcement Detail in r columns
Tank capacity ltr or =
1000
m3Height of tower from G.L.
16.0
=1.00
mtrLive load on Dome
1.50
kN/m2 Finishes load =0.10
kN/m2Intencity of wind kN/m2 = kN/mm3
Noumber of columns
8
No. Bearing capcity of earth = kN/m2Conrete M-
20
= kN/mm3s
cb7
N/mm 2 =13
s
ct5
N/mm 2 Q = Steel HYSD fy415
N/mm2 =150
N/mm2 Resistance to cracking scb1.2
N/mm 2s
cb=1.7
N/mm 2 Nominal cover25
mm =35
mm2 Design Constants:-For HYSD Bars Cocrete M =
20
wt. of concrete =24
kN/mm3 for water Tank sst=
150 N/mm2 sst =
230
N/mm 2s
cb=
7 N/mm 2m
=
13 k = 0.378 k = 0.283 J = 0.874 J = 0.906 R = 1.156 R = 1.669 3 Dimention oftank:-D
=
Inside diameter of tank =0.75 D
We have, p x D2 4
\ Height of cylindrical portion of tank = 0.75 x 11.93 = m Depth of conical Dome D/5 or D/6 = 12.00 / 6 = m Diameter of supporting tower =
8
mSpacing of bracing =
4
m4 Design of top dome
:-Thickness of dome slab = 100 = 0.10 m
Self load of dome = 0.10 x 1 x 1 x 24 = kN/m2
Live load = kN/m2
finishes = kN/m2
= kN/m2
If R = radious of dome D = diameter of Tank = m r = central rise = D/6=
2.00
m D/22+r2 6.002 + 2.00 2 2r 2 x 2.00 cos f =8
/ 10.00 = 0.80 or f = degree 4.00 x 10.00 = 1 + 0.80 1.00 1.00 cos f 1.80 22.20 x 1000 100 x 1000 9.78 x 1000 1000 x 100The stress are with in safe limit. However provide minimum reinforcement @ 0.3 % of area in each direction.
0.3 100
3.14xdia2 3.14 x 8 x 8
4 x100 4 x
Spacing of hoop Bars = 1000 x 50.2 / 300 = 167 say = 160 mm
8
mm F bar, @ 160 mm c/c in both circumferenially and meridionanlly.pk_nandwana@yahoo.co.in 37 p xR1 x 100 Maridianal Stress = \ Ast = x 1000 = Hoop stress
Maridianal thrust at edge 'T'=
9.78
x 0.80 - =
Circumferential force =wR cose f - =
Say
12.00
kN/m 22.20 N/m8.00
m2.00
2.4 10.00DESIGN OF INTZE WATER TANK
Tensile stess
250
10
wt. of concrete1000000
1.50
= mm or = 0.10 0.22 1 + cosf 1.50 0.1012.00
=24
0.897
= D mm2 x 10.00 Total load or = 4.00 m foundation from G.L. wt of water m 11.930 "= Effective cover 300 m = 4.00 x 0.75 DAssuming the average depth 1000 m3
=
the radius
r
top is given by, R = =< mm2
50.2
N/mm2 N/m2 Safe < 5 N/mm2 5.00 N/mm2 safe = 100 Hence Provided using 8 mm bars A =5 Design of top ring Beam
:-T1 cos f- D x 0.800 x 12.00
2 Permissible stress in high yield strenth deformed bars = 150 N/mm2,
106.60 x 1000
3.14xdia2 3.14 x 12 x 12
4 x100 4 x
No.of hoop Bars = 711 / 113 = 7 No. say 8.0 No.
Hence Provided
8
No.12
mm F Ring bar, for symetry.Actual , Ast = 8 x 113 = mm2
If Ac = cross section of ring beam Equivelent area of composite section of beam 106.60 x 1000
Ac + m x 904
300
x
300
= 90000 mm2Provide
8
300 mm c/c to tie the 8 x 12 mm f ring beam.6 Design of Cylendrical Tank wall
:-wHD 10 x 8.00 x 12.00
2
Area of ring Req. = 480000 / 150 =
3200
mm2 per meter height or 1600 mm2both side 2.00 x 3200 3.14xdia2 3.14 x 10 x 10 4 x100 4 x 1000 x 78.5 800.0 / 2
Hence Provided
10
mm F bar, @ 1900
to 2 mtr from top4.00 x 3200
3.14xdia2 3.14 x 16 x 16
4 x100 4 x
1000 x 201 1600 / 2
Hence Provided
16
mm F bar, @ 2502
to4
mtr from top8.00 x 3200
3.14xdia2 3.14 x 20 x 20
4 x100 4 x
1000 x 314 3200 / 2
Hence Provided
20
mm F bar, @ 1904
to8
mtr from top1000 x 314
The spacing of ring may be increased towards the top, since pressure varies lineearly Using a tensile stress of 1.2N/mm2 for the the combined section ,
x
+ ( 13 x
3305
)\ From which T = 360 mm
say
=
400 mmHence provided =
400
mm, at bottom and200
mm at top = 300 mmDistribution reinforcement 0.30 100 = 300 mm2 3.14xdia2 3.14 x 10 x 10 4 x100 4 x
The spacing of 10 mm f bars = 1000 x 79 / 300 = 260 mm c/c
Hence Provided
10
mm F bar, @ 260 mm c/c both direction from top 0 to 2 mtr from top= =
201
mm2 100 A = = =79
mm2 100 mm = mm2 = 2 480mm c/c both direction from top
100 Ac
To resist the hoop tension at
= =
\ spacing of
mm bars 2
mm c/c both direction from top 10 mm bars 251 Actual , Ast = 600 x 200 x
At top , Ast
mm2 using 20 A = 10 mm f rings = A = 904 1.2 mm f strirrups @Maximum hoop tension at base=
= Provide ring beam
= 150 mm bars
=
= , \ =mtere below top, mtere below top, Ash
Ash = = mm 100 mm2
=
= mm2 100 22.20 8 800.0 106.60 =3305
8 190 = 77077 711 196 =79
AshProvide half the reinfocement near each face, Asd = mm2 = 20 1000 T = 1000 x 2 480 \ spacing of
mtere below top,
mm f rings =
\ spacing of using
=
Since dome roof has been design on membrane the analysis, the tank wall may be assumed to be free on top and bottom, Maximum hoop tension occurs at the base of wall,
=
using 10 mm bars A
To resist the hoop tension at 16 8 using 16 mm bars mm2 1600 = 8 Av thickness To resist the hoop tension at 4
thickness T is given by= mm f rings = 1.2 3200 kN
314
kN/m height = mm2 using = A 12113
= mm2 mm2 mm2 2 Hoop tension'=F1= Ast mm 196mm c/c both direction from top
0.30 100
= 450 mm2
3.14xdia2 3.14 x 10 x 10
4 x100 4 x
The spacing of 10 mm f bars = 1000 x 79 / 450 = 170 mm c/c
Hence Provided
10
mm F bar, @ 170 mm c/c both direction from top 2 to4
mtr from top 0.30100
= 600 mm2
3.14xdia2 3.14 x 10 x 10
4 x100 4 x
The spacing of 10 mm f bars = 1000 x 79 / 600 = 130 mm c/c
Hence Provided
10
mm F bar, @ 130 mm c/c both direction from top 4 to8
meter upto mm 7 Design of Bottom Ring Beam:-Load on ring beam:
(A) Load due to top dome = (Meridional trust x sin f )
= 22.20 x sin # = 22.20 x 0.6 = kN/m
(B) Load due to top ring beam = 0.30 x 0.30 x 24 = kN/m
© Load due to cylendrical wall = 0.30 x 8.00 x 24 = kN/m (D) Self load of Ring beam
1.20
x0.60
= 1.20 x 0.60 x 24 = kN/mTotal = kN/m say kN/m
Horizontal force = H = V1 cot f =
91.00 x
1 = kN/m\ Hoop tension Hg =((H x D )/2 =(
91.00
x
12.00 )/ 2.00 = kN/m Hoop Tension due to water pressure =(( wh.d.D)/2 )Hw =(
10.00
x
8.00 x 0.60 x 12.00 ) / 2 = kN/mTotal Hoop tension = Hg + Hw = 546 + 288.0 = kN/m
This to be rested entirely by steel hoops, the area of which is Ash= 834 x 1000 / 150 = 5560 mm2
3.14xdia2 3.14 x 20 x 20
4 x100 4 x
No.of hoop Bars = 5560 / 314 = 18 No. say 18 No.
Hence Provided
18
No.20
mm F Ring bar, for symetry. Actual , Ast = 18 x 314 = 5652 mm2x 1.05 N/mm2 < 1.2
1200 x 600 + 13 x 5652 Hence safe
The 10 mm f distribution bars (vertical bars) provided in the wall @ 150 mm c/c should taken round the above ring to act as strirrups.
8 Design of conical dome wall
:-Avrage diameter of conical dome = ( 12.00 + 8.00 ) / 2 =
Avrage depth of water = 8.00 + 2.00 / 2
=
Weight of water above conical dome = 3.140 x 10.00 x 9.00
x
2.00 x 10 = Self weight of slab (thickness600
= 3 x 10.00 x 2.83x
0.6 x 24 = Load from top dome,top beam, wall & bottom beam = = 3.14 x 12.00x
91.00 =\ Total load on conical slab = kN
Load / unit Length V2 = 10360 / ( 3.14
x
8.00 )= 413 kN/mMeridional thrust = T = V2 x Cosec f = 413 = 413
x
1.41 = 584 kN Meridional Stress = 584 x 1000 ) /( 600x
1000 )= 0.97 < 5.00 N/mm2safe Hoop tension in conical dome will be maximum at top of the conical dome slab since diameter D is maximum
at this section. Hoop tension = H =( p.cosec f + q. cot f ) . D/2
Water pressure = p = 10.00 x 8.00 = kN/m2
Weight of conical dome slab per m2 is computed as, q= 0.6 x 24 = kN/m2
f = 45 Degree D = 12 m \ H = 80.00 x cosec + 14.4 x cot 45 x D /2 =( 80.00 x 1.414 + 14.4 x 1 )x 12.00 / 2 = kN pk_nandwana@yahoo.co.in mm2 100 = = =
79
At middle , Ast
= x 300 45 mm2 = 834 1000 = mm thick 100 25 17.28 x x Provide half the reinfocement near each face, Asdusing 10 mm bars A = 834.00 = 10360 xcosec 45 14.4 10.00 9.00 5652 1279 57.6 13.36 100 3429 2.16 = mm2 900
Stress in equivalent section
=
314
mm2 Assuming Beam = A90.40
Provide half the reinfocement near each face, Asd
using 10 mm bars A using 20 mm bars
At bottom , Ast
= mm2 765 x 1000 91.00 91.00 546 28879
= 400 1000 = 1200 = 80.00/ 150 = mm2
\ Area of each face = 5100 / 2 = 2550 mm2
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
The spacing of 25 mm f bars = 1000 x 491 / 2550 = 190 mm c/c
25
mm F bar, @ 190 mm c/c on each face of the slab 1000 x 491 0.20 100 = 600 mm2 3.14xdia2 3.14 x 10 x 10 4 x100 4 xThe spacing of 10 mm f bars = 1000 x 79 / 600 = 130 mm c/c
=
10
mm F bar, @ 130 mm c/c on both face along the meridions.x 1.15 N/mm2 < 1.2
600 x 1000 + 13 x 5164 Hence safe
9 Design of Bottom Sperical
Dome:-Thickness of Dom slab is assume = mm Diameter at base of slab = D = m
Central rise (1/5 x D) = m
If R = radious of dome D = diameter of base = 8.00 m r = central rise = D/5= 1.60 m D/22+r2 4.002
+ 1.60 2
2r 2 x 1.60
Self weight of Dome slab = 2x 3.14 x 5.800 x 1.60 x 0.300 x 24.00 = kN Volume of water above the dome is =
6.28 x 5.80 2
x 1.60 3.14 x 4.002x 3.00
\ Weight of water = x = kN
\ Total load on dome = + 4600 = kN
Load / unit Length V2 = 5020 / ( 3.14
x
16.00 )= 100 kN/mMeridional thrust = T = wR/1+cosf cos f = 4.20 / 5.80
=
0.724 \ f = 44 Degree 100 x 5.80 1 + 0.724 Meridional Stress = 337.00 x 1000 ) /( 300x
1000 )= 1.12 < 5.00 N/mm2 safe 1 1+ cosf 1 1.724 \ Hoop strss =( 83.60 x 1000 ) /( 300x
1000 )= 0.28 < 5.00 N/mm2 safe 0.30 100 3.14xdia2 3.14 x 10 x 10 4 x100 4Spacing of hoop Bars = 1000 x 79 / 650 = 121 say = 120 mm Hence Provided
10
mm F bar, @120
mm c/c curmferentially and along the meridions.10 Design of Bottom Circilar Girder
:-Thurst from the conical dome T1 = kN/m
Acting at angle of a = Degree
Thrust from sperical dome T2 = kN/m
Acting at angle of b = Degree
Net horizontal force on ring beam = T1 cos a - T2 cos b
= 413.0 x 0.707 - 337.0 x 0.713 = kN/m
= 51.71 x 8 / 2.00 = kN
Assuming size of ring beam 600 x 1200 mm pk_nandwana@yahoo.co.in 51.71 10.00 -4600 900 = 44.50
5164
190 using = x 600 x = 1000 =Whole of which is to be resisted by steel, As = 765000 5100
= mm2 1200 2 x = 45 = 100 x 5.80 x - = 83.60 kn/m mm2 100 =
491
mm279
= 765 mm2the radius is given by, R =
\ = 3.14 x = w R = m 300 5020 1000 300 x = = 8.00 1000 Circumferential force = wR = x 460.0 420.0 3.00 = 25 )-Hence Provided
Maximim tenssile stress
10.0 = 10 mm bars
A
using
Provide nominal reinforcement Actual , Ast Hence Provided At bottom , Ast using T2 = cos f A -4.00 2 ( A = x Provide half the reinfocement near each face, Asd
mm bars 100 mm3 460 - 1.60 or R = 5.80 = 1.6 420.00 mm2
79
mm2 ( 0.724 337.00 kN/m ) 5.80 mm bars 206.84 Net horizontal force on ring beamHoop compression in the beam
= = =
10
413.00 337.00
\ Hoop strss =( 206.84 x 1000 ) /( 600
x
1200 )= 0.29 < 5.00 N/mm2safe Vertical load on ring beam =( T1 sin a + T2 sin b )
= 413.0 x 0.707 + 337.0 x 0.701 = kN/m
Self weight of Beam = 0.60 x 1.200 x 24.00 = kN/m
\ kN/m
Total design load on the Ring girder = W = 3.14 x D x w
W = 3.14 x 8.000 x 547 = kN
The circular girder supported on 8 column. Using the moment cofficient given in table 4.1 Maximum negative bending moment on supports = x wR
M = x #### x 4.00 = kN.m
Maximum Positive B.M. at mid span section = x wR
= x #### x 4.00 = kN/m
Maximum Torsional moment = x wR
= x #### x 4.00 = kN/m
Shear force at suppoprt section is = V = (w.R.p/4)/2 = 547.0 x 4 x 0.79 )/ 2 = kN 12.8 degree from higher support)
V
= 859 -( 547.0 x 3.14 x 4 x 12.75 )/ 180 = kNDesign of support section M = 457 V = 859 kN
457 x
0.874 x 600
Provide depth = 1200 mm cover = 50 mm Afective depth = mm
Mc x
sst. j.d 150 x 0.874 x 1150
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
No.of Bars = 3031 / 491 =
6
No.Actual , Ast = 6 x 491 = 2944 mm2
859 x 1000
600 x 1150
100 Ast 100 x 2944
b x d 600 x 1150
Since tc < Tv 0.27 < 1.24 Shear reinforcement required 0.27 x 600 x 1150
859 - 186 = kN
Using 12 mm f 4 legged strirups, spacing is,
150 x 4 x 113.04 x 1150
x
12
110
mm c/c center near supports.Design of mid span
section:-Mc x sst. j.d 150 x 0.874 x 1150 0.30 100 3.14xdia2 3.14 x 25 x 25 4 x100 4 x
No.of Bars = 2160 / 491 =
5
No.Actual , Ast = 5 x 491 = 2453 mm2
226 x 1000
600 x 1150
100 Ast 100 x 2453
b x d 600 x 1150
Since tc < Tv 0.25 < 0.33 Shear reinforcement required 0.25 x 600 x 1150
226 - 173 = kN
Using 10 mm f 2 legged strirups, spacing is,
150 x 2 x 78.5 x 1150
x
But Sv
>
0.75d or 300 mm whichever is less = 0.75 x 1150 = 863 mm10
mm F ,2
legged strirrups @300
mm c/c .373
547.013741
529 0.0083 934 mm = 600But minimum area of steel is x x 1200
18.00
33
859 0.0083457
0.0041 0.0041226
Total Load = = 457 0.0006 0.0006 Shear force at section of maximum torsion is (At an angle of= \ d 1000000 = 1150 using 25 mm bars A 1000000 = 3031 mm2 Ast Balance shear = 673 = = N/mm2 % tv = = 1.24 mm2 100 =
491
N/mm2Shear taken by concrete =
1000 = 186 kN 0.427 \ tc sv = 673 1000 = 0.27 % of steel used = = = = 116 mm 1000000 = 1499 mm2 using 25 mm bars A mm F bar, @ Hence Provided Ast = = 226 = 2160 mm2 = tc 506 mm = 0.33 N/mm2 0.356
491
mm2 100 = N/mm2 = tv = = 0.25 % of steel used = = = % \ kN 1000Shear taken by concrete = = 173
Balance shear = 54
Hence Provided
sv = =
Design of section subject to maximum torsion:-T = 33.00 kN D = 1200 mm d = 1150 mm V = 373 kN b = 600 mm M = 0 1 + D / b 1+ 1200 / 600 1.7 1.7 \ Me1 = (M+M1) = 0 + 59.00 = kN.m Mc x sst. j.d 150 x 0.874 x 1150 0.30 100 3.14xdia2 3.14 x 25 x 25 4 x100 4 x
No.of Bars = 2160 / 491 =
5
No.Actual , Ast = 5 x 491 = 2453 mm2 33.00 0.6 Ve 461 x 1000 bd 600 x 1150 100 Ast 100 x 2453 b x d 600 x 1150
Since tc < Tv 0.25 < 0.67 Shear reinforcement required Using 12 mm f 4 legged strirups,with side cover of 25mm and top and bottom cover of 50mm
Asv . Asv 4 x 113.04 x 150 Tv-Tc)b 0.668 - 0.25 ) x 600
12
mm F ,4
legged strirrups @270
mm c/c .11 Design of columns of supporting tower
:-The tank is supported on
8
8 mmean diameter . Height of staging above ground level is
16.0
m. Let us assume the height of bracing is4.00
mt . Hence3
Panels of4.00
m height each and1
4.00
m height. Let the columns is connected to raft foundation by means of a ring beam. The top of which is provided at1.00
meter below the ground level, so that the actual height of bottom pannel is5.00
m height load on columnsVertical load on each column = 13741 / 8 = kN
Self weight of column diameter mm
650
= 0.785 x 0.65 2x 16 x 24.0 = kN
16
500
x500
) = 3 x 0.5 x 0.5 x 3.14 x 24.0 = 57 kNTotal vertical load on each column = kN
Wind force on column
Intensity of wind pressure = 1.50 kN/m2 Reduction coffiecent of circular shape = 0.70 (a) wind force on top of dome and culendrical wall.
= 9.00 x 12.00 x 0.70 x 1.50 x = 114 kN
(b) Wind force on conical dome= 2.00 x 10.00 x 0.70 x 1.50 x = 21 kN
(c ) Wind force on bottom ring beam 1.2 x 8.00 x 0.70 x 1.50 x = 11 kN
(d) wind force on 5 no. column= 5 x 0.65 x 0.70 x 1.50 x 16.0 = 55 kN
(e) wind force in bracing = 0.5 x 8.00 x 3 x 1.50 = 18 kN
Total Horizontal force = 219 kN M
= 219 x 4.00 / 2 = kN.m
If M1 =Moment at the base of columns due to wind load
moment at the base columns is computed as 438
Assuming contraflexure point at mid height of columns and fixidity at base due to raft foundation, the columns, symemetrically placed on a circle of
panel of height meter weight of bracing (
1903
1718 128 = = 59.00 373 + 1.6 x 1000000 = Mt = = 59 T = kN.m 59.00 33.00 391 mm2 2160But minimum area of steel is = x 600 mm2
Ast = mm2 100 = = x 1200 = 0.668 N/mm2 Equivalent shear = Ve = V+1.6T/b = =
491
using 25 mm bars A % of steel used = = = 461 kN Tve = = = = 0.25 N/mm2 0.356 % \ tc Hence Provided = 270 mm Spacing sv = = =( 114 x 23 + 21 x 17 + 11 x 16.00 + 6 x 12 3299 + 6 x 8.00 + 6 x 4.00 ) = kN.mIf V = Reaction devloped at the base of exterior columns
V V 4 2
r1 4 2
M1 =
S
M +3299
= 3299 + V x 16
\ V = 3299 / 16 = 207
\ = 1903 + 207 = kN
Moment in each column in the base = 438 / 8 = kN.m
Reinforcement in column
;-Axial load = P = kN kN.m 55.0 x 1000 x
Since eccentricity is small, direct stress are predominent. Using 8 bars of 32 mm f and latral tis of10 300 mm c/c
Ast = 8 x 0.785 x 32 x 32.00 = 6431 mm2 AC= 0.785 x 650 2+( 1.50 x 13 x 6431 )
=
mm3 0.785 x 325 4 +( 1.50 x 13 )x 4 x 804 x 275 2 + 4 x 804 x ( 275 / 1.41 )2 = +( 19.5 )x( + 3216 x = + + = mm4 2110 x 1000 55.0 x 1000 x 1000 x 325Permissible stress in concrete is increased by 33.33% while considering wind effect.
s
'
ccs
'
cbs
ccs
cb 5 x 1.33 7 x 1.33=
0.69419
+0.141
= 0.84= 0.84 < 1
O.K.
12 Design of Bracing
:-Moment In Brace = 2 x Moment in column x (2)0.5
= 2 x 55.0 x 2.00 (1/2)
= kN.m
Section of braces =
500
x500
mm\ b = 500 mm and d = 450 mm
Moment of resistance of section is
M1 = 0.897 x 500 x 450 2= or 91.00 kN.m Balance moment = M1 - M2 = 156.00 - 91.00 = kN.m Mc x sst. j.d 230 x 0.906 x 450 Mc x sst. j.d 230 x 0.906 x 400
\ Ast = Ast1 + Ast2 = 971 + 781 = mm2
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
No.of Bars = 1752 / 491 = 4 No. bars at top and bottom
Actual , Ast = 4 x 491 = 1963 mm2
Length of barces L = 2 x 4.00 x sin
= 2 x 4.00 x 0.38 = 3.06 m Moment in brace 1/2 x brace length 0.5 x 3.06 102.00 x 1000 500 450 100 Ast 100 x 1963 b x d 500 x 450
Since tc < t v 0.36 < 0.46 Shear reinforcement required 0.36 x 500 x 450
Shear carried by concrete =
mm2 100 22.5 = = =
491
= mm2 1752 using 25 mm bars A 1000000156.00
= 781.0 Ast2 = = 65 971.0 mm2 65.00 moment of ineria, le = 91 < 1000000 Ast1 = = = N/mm2 Bending stress =s
'
cb 13622162891 = = 8757962891 243210000 457067 = = + 1.31 13622162891 + 1 4.62 55.0 2110 2110 55.0 Bending moment = M =Total load on leeward column at base
457067
= 121605000 90821250 37812.5 4.62 N/mm2 1.31 eccentricity = (M/P ) = 1000000 2110 = = 8757962891 4742595000 mm f at or Direct compressve stress =s
'
cct v = = 0.46
Maximum shear force in brace. = 156.00
% \ tc % of steel used = = = N/mm2 mm = 0.36 = 81.00 kN
26.07
0.872 N/mm2102.00
kNBalance shear = 102.0 - 81.00 = kN Using 10 mm f 2 legged strirups, spacing is,
150 2 x 78.5 x 450
x
But Sv
>
0.75d or 300 mm whichever is less = 0.75 x 450 = 338 or 330 mm10
mm F ,2
legged strirrups @300
mm c/c .13 Design of
foundation:-A circular girder with raft slab is provided for tower foundations. Total load on foundation = 1903 x 8 = kN
Self weight of foundation @ 10% = kN
Total Load = kN
Sefe bearing capacity of soil at site = kN/m2
\ Area required = 16746 / 250 = m2
a raft slab with equal projections on either sideof a circular ring beam and if
\ b = width of raft slab, then = 3.14 x 8 x b = 67.0 or b = 2.67 m Adopting a raft slab having inner diameter =
8.00
- 3.00 = 5.00 m say b =3.00
mand Outer diameter =
8.00
+ 3.00 = 11.00 mDesign of circular girder of raft slab
Total load on circular girder = kN
Load per meter run of girder = / ( p x 8 )= kN/m
Refering to moment coeffiecents given in table 4.1, the maximum moment in the circul;ar girder is computed. maximum negative moment at support. K1.W.R. = x #### x 4 = kN.m
maximum positive moment at MID span. K2.W.R. = x #### x 4 = kN.m
maximum Torsional moment (at
12.75
from support x #### x 4 = kN.m607
x 4.00 x p/4Shear force at section of maximum torsion is
607 x p x 4 x 12.75
The support section is designed for maximum moment
maximum negative moment
M
= kN.m = kNAssuming the width of section =
750
mmM = V = 953 kN
506 x
0.897 x 750
Adopt depth =
870
mm cover = 70 mm Over all depth = mmMc x
sst. j.d 230 x 0.906 x 870
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
No.of Bars = 2793 / 491 = 6 No.
Actual , Ast = 6 x 491 = 2944 mm2
953 x 1000
750 x 1000
100 Ast 100 x 2944
b x d 750 x 1000
Since tc < Tv 0.26 < 1.27 Shear reinforcement required 0.26 x 750 x 1000
953 - 195 = kN
pk_nandwana@yahoo.co.in
Using 12 mm f 4 legged strirups, spacing is,
Balance shear = 758
= 0.26 N/mm2
Shear taken by concrete = = 195 kN
1000 0.393 % \ tc % of steel used = = = mm2 100 tv = = 1.27 N/mm2 = = =
491
using 25 mm bars A 506.001000
Ast = = 506 1000000 = 2793 mm2 \ d = 1000000 = 868 mm kN = 953 - kN506.00
Shear force V953.00
Shear force at support section is V =
2.00
= 953 V 180 = 413.00 0.0083 506 0.0041 250 0.0006 37Shear carried by concrete =
1000 15224.0 = 81.00 kN 21.00 = Say 500 mm Providing 250.00 Hence Provided 505 mm 21 1000 sv = 15224.00 15224.00 607 1522.0 16746.00 67.00
230 x 4 x 113.04 x 1000 x
12
130
mm c/c center near supports.Steel required for mid span
Mc x
sst. j.d 230 x 0.906 x 870
0.85 x b.d 1 x 750 x 870
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
No.of Bars = 1380 / 491 = 3 No.
Actual , Ast = 3 x 491 = 1472 mm2
The section subjected to maximum torsional moment and shear should be design for the following forces.
T = 37 kN.m D = 1000 mm V = 413 kN b = 750 mm M = 0 d = 870 mm 1 + D/b 1 + 1000 / 750 1.7 \ Me1= M + M1 = 0 + 51 = 51 kN.m Mc x sst. j.d 230 x 0.906 x 870 0.85 x b.d 1 x 750 x 870 3.14xdia2 3.14 x 25 x 25 4 x100 4 x
No.of Bars = 1337 / 491 = 3 No.
Actual , Ast = 3 x 491 = 1472 mm2 Equivalent shear Ve = V +1.65T/b =
413
+ 1.6 x( 37 / 0.75 )= kn492
x 1000750
x 870 100 Ast 100 x 1337 b x d 750 x 870Since tc < Tv 0.19 < 0.75 Shear reinforcement required 0.19 x 750 x 870
Balance shear = 492 - 124 = 368 kN
Using 12 mm f 4 legged strirups, spacing is,
4 x 113 x 230
0.75 - 0.19 )x 1000
Hence Provided
12
4
legged strirrups @180
mm c/c center near supports. Design of RaftSlab:-Maximum projection of raft slab from face of coloum 3.00 - 0.75
p x( 5.50 2
- 2.5 2
) Considring one meter width of raft slab along the circular arc.
w L 2 203 x 1.123 2
2
129 x
0.897 x 1000
Adopt depth =
450
mm cover = 50 mm Over all depth = mmMc x
sst. j.d 230 x 0.906 x 450
3.14xdia2 3.14 x 25 x 25
4 x100 4 x
pk_nandwana@yahoo.co.in
Spacing of bars = 1000 x 491 / 2064 = 238 say = 200 mm 0.19 N/mm2 \ tc 415 = 1337 mm2 mm2 mm2 say = mm2 kN 203 kN.m mm2 100 =
491
= = using 25 mm bars A500
Ast = = 129 1000000 = 1376 2064 \ d = 1000000 = 380 mm = Siol pressure = = 15224 2 = = 129 sv mm F Shear taken by concrete ==
Maximum Bending moment =
= 184 = mm = 124 kN 1.123 m 0.205 % 1000 = 2 = 0.75 N/mm2 % of steel used = = = T Mt = = 37
T v
= = 51 = 281 mm2 x 1.7 = 1000000 = 1337 51.00 kN.mBut minimum steel Ast = =
fy Ast = =
491
100 using 25 mm bars A mm2 100 492 = = = =491
= = 25 mm bars A 1000000But minimum steel Ast =
fy using
=
415 Hence Provided mm F bar, @
Ast = = 250 mm 758 1000 = 1380 mm2 sv = = 137
25
200
mm c/c to reduce shear stress Ast = mm2 actual steel used = = 1000 x491
/ 200 = 2454 mm20.12 x 500 x 1000
3.14xdia2 3.14 x 12 x 12
4 x100 4 x
Spacing of barsNo.of Bars = 1000 x 113 / 600 = 188 mm
12
180
mm c/c to reduce shear stress450 mm from face of columns
V = 203 x 0.673 x 1.000 = 137 kN.m
137
x 10001000
x 450 100 Ast 100 x 2454 b x d 1000 x 450 Since tc > Tv 0.310 > 0.304 O.K.Reinforcement shown in drawing
pk_nandwana@yahoo.co.in 2454 = 0.31 N/mm2 =
113
% \ tct
v mm2 100 0.304 Hence Provided mm F bar, @Shear force at a section
N/mm2 % of steel used = = = 0.55 mm bars A 100 = = = 600 mm2 Hence Provided mm F bar, @
= =
Distribution steel = using 12
M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete 18.67 13.33 10.98 9.33 8.11 7.18 tbd (N / mm 2 ) 5 7 8.5 10 11.5 13 93.33 93.33 93.33 93.33 93.33 93.33 kc 0.4 0.4 0.4 0.4 0.4 0.4 jc 0.867 0.867 0.867 0.867 0.867 0.867 Rc 0.867 1.214 1.474 1.734 1.994 2.254 Pc (%) 0.714 1 1.214 1.429 1.643 1.857 kc 0.329 0.329 0.329 0.329 0.329 0.329 jc 0.89 0.89 0.89 0.89 0.89 0.89 Rc 0.732 1.025 1.244 1.464 1.684 1.903 Pc (%) 0.433 0.606 0.736 0.866 0.997 1.127 kc 0.289 0.289 0.289 0.289 0.289 0.289 jc 0.904 0.904 0.904 0.904 0.904 0.904 Rc 0.653 0.914 1.11 1.306 1.502 1.698 Pc (%) 0.314 0.44 0.534 0.628 0.722 0.816 kc 0.253 0.253 0.253 0.253 0.253 0.253 jc 0.916 0.916 0.916 0.914 0.916 0.916 Rc 0.579 0.811 0.985 1.159 1.332 1.506 Pc (%) 0.23 0.322 0.391 0.46 0.53 0.599 M-15 M-20 M-25 M-30 M-35 M-40 0.18 0.18 0.19 0.2 0.2 0.2 0.22 0.22 0.23 0.23 0.23 0.23 0.29 0.30 0.31 0.31 0.31 0.32 0.34 0.35 0.36 0.37 0.37 0.38 0.37 0.39 0.40 0.41 0.42 0.42 0.40 0.42 0.44 0.45 0.45 0.46 0.42 0.45 0.46 0.48 0.49 0.49 0.44 0.47 0.49 0.50 0.52 0.52 0.44 0.49 0.51 0.53 0.54 0.55 0.44 0.51 0.53 0.55 0.56 0.57 0.44 0.51 0.55 0.57 0.58 0.60 0.44 0.51 0.56 0.58 0.60 0.62 0.44 0.51 0.57 0.6 0.62 0.63 15 20 25 30 35 40 1.6 1.8 1.9 2.2 2.3 2.5 100As 100As % fy 200 250 328 bd bd 0.0 m
scbc
(a) sst = 140 N/mm2 (Fe 250)VALUES OF DESIGN CONSTANTS
Grade of concrete Modular Ratio
scbc
N/mm2 (b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415)100As Permissible shear stress in concrete tv N/mm2
(d) sst =
275 N/mm2 (Fe 500)
Permissible shear stress Table tv in concrete (IS : 456-2000)
< 0.15 bd 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50
modification factore Table 2.75
3.00 and above
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete M
tc.max
Shear stress tc
M-20 M-20
0.14 0.17 0.17 0.14 0.05 0.15 0.18 0.18 0.15 0.10 0.16 0.18 0.19 0.18 0.15 0.17 0.18 0.2 0.21 0.20 0.18 0.19 0.21 0.24 0.25 2 0.19 0.19 0.22 0.27 0.30 1.85 0.2 0.19 0.23 0.3 0.35 1.75 0.21 0.2 0.24 0.32 0.4 1.65 0.22 0.2 0.25 0.35 0.5 2.0 1.5 0.23 0.2 0.26 0.38 0.6 1.75 1.4 0.24 0.21 0.27 0.41 0.7 1.90 1.65 1.35 0.25 0.21 0.28 0.44 0.8 1.80 1.55 1.30 0.26 0.21 0.29 0.47 0.9 1.70 1.5 1.25 0.27 0.22 0.30 0.5 1.0 1.60 1.45 1.2 0.28 0.22 0.31 0.55 1.1 1.55 1.4 1.16 0.29 0.22 0.32 0.6 1.2 1.50 1.35 1.13 0.3 0.23 0.33 0.65 1.3 1.50 1.3 1.1 0.31 0.23 0.34 0.7 1.4 1.45 1.3 1.1 0.32 0.24 0.35 0.75 1.5 1.40 1.25 1.07 0.33 0.24 0.36 0.82 1.6 1.35 1.2 1.05 0.34 0.24 0.37 0.88 1.7 1.35 1.2 1.03 0.35 0.25 0.38 0.94 1.8 1.30 1.18 1.01 0.36 0.25 0.39 1.00 1.9 1.30 1.16 1.0 0.37 0.25 0.4 1.08 2.0 1.25 1.14 0.99 0.38 0.26 0.41 1.16 2.1 1.25 1.13 0.97 0.39 0.26 0.42 1.25 2.2 1.20 1.12 0.96 0.4 0.26 0.43 1.33 2.3 1.18 1.1 0.95 0.41 0.27 0.44 1.41 2.4 1.17 1.1 0.94 0.42 0.27 0.45 1.50 2.5 1.16 1.08 0.93 0.43 0.27 0.46 1.63 2.6 1.15 1.06 0.92 0.44 0.28 0.46 1.64 2.7 1.14 1.05 0.92 0.45 0.28 0.47 1.75 2.8 1.13 1.04 0.91 0.46 0.28 0.48 1.88 2.9 1.12 1.03 0.91 0.47 0.29 0.49 2.00 3.0 1.11 1.02 0.90 0.48 0.29 0.50 2.13 3.1 1.11 1.01 0.87 0.49 0.29 0.51 2.25 3.2 1.11 1.00 0.86 0.5 0.30 0.51 0.30 0.52 0.30 0.53 0.30 0.54 0.30
0.55 0.31 Degree sin cosine tangent sec cosec
0.56 0.31 1.0 0.017 0.999 0.017 1.001 57.307 0.57 0.31 1.5 0.026 0.999 0.262 1.001 38.462 0.58 0.31 2.0 0.035 0.999 0.035 1.001 28.662 0.59 0.31 2.5 0.044 0.999 0.044 1.001 22.936 0.6 0.32 3.0 0.052 0.998 0.052 1.002 19.109 0.61 0.32 3.5 0.061 0.998 0.061 1.002 16.393 0.62 0.32 4.0 0.070 0.997 0.070 1.003 14.347 0.63 0.32 4.5 0.078 0.996 0.079 1.004 12.747 0.64 0.32 5.0 0.087 0.996 0.087 1.004 11.481 0.65 0.33 5.5 0.096 0.995 0.096 1.005 10.434 0.66 0.33 6.0 0.104 0.994 0.105 1.006 9.615 0.67 0.33 6.5 0.113 0.993 0.114 1.007 8.834 0.68 0.33 7.0 0.122 0.992 0.123 1.008 8.210 Value of angle
0.69 0.33 7.5 0.131 0.991 0.132 1.009 7.663 0.7 0.34 8.0 0.139 0.990 0.141 1.010 7.189 0.71 0.34 8.5 0.148 0.989 0.149 1.011 6.766 0.72 0.34 9.0 0.156 0.987 0.158 1.013 6.394 0.73 0.34 9.5 0.165 0.986 0.168 1.014 6.046 0.74 0.34 10.0 0.174 0.984 0.176 1.016 5.760 0.75 0.35 10.5 0.182 0.983 0.185 1.017 5.488 0.76 0.35 11.0 0.191 0.981 0.194 1.019 5.241 0.77 0.35 11.5 0.199 0.979 0.204 1.021 5.016 0.78 0.35 12.0 0.208 0.978 0.213 1.022 4.810 0.79 0.35 12.5 0.819 0.976 0.839 1.025 1.221 0.8 0.35 13.0 0.225 0.974 0.231 1.027 4.446 0.81 0.35 13.5 0.233 0.972 0.240 1.029 4.284 0.82 0.36 14.0 0.242 0.970 0.249 1.031 4.134 0.83 0.36 14.5 0.250 0.968 0.259 1.033 3.995 0.84 0.36 15.0 0.259 0.965 0.268 1.036 3.864 0.85 0.36 15.5 0.259 0.963 0.269 1.038 3.864 0.86 0.36 16.0 0.276 0.961 0.287 1.041 3.628 0.87 0.36 16.5 0.284 0.958 0.296 1.044 3.521 0.88 0.37 17.0 0.292 0.956 0.306 1.046 3.421 0.89 0.37 17.5 0.301 0.953 0.316 1.049 3.326 0.9 0.37 18.0 0.309 0.951 0.325 1.052 3.236 0.91 0.37 18.5 0.317 0.948 0.335 1.055 3.152 0.92 0.37 19.0 0.326 0.945 0.344 1.058 3.072 0.93 0.37 19.5 0.334 0.942 0.354 1.062 2.996 0.94 0.38 20.0 0.342 0.939 0.364 1.065 2.924 0.95 0.38 20.5 0.350 0.936 0.374 1.068 2.856 0.96 0.38 21.0 0.358 0.933 0.384 1.072 2.791 0.97 0.38 21.5 0.367 0.930 0.394 1.075 2.729 0.98 0.38 22.0 0.375 0.927 0.404 1.079 2.670 0.99 0.38 22.5 0.383 0.923 0.415 1.083 2.613 1.00 0.39 23.0 0.391 0.920 0.425 1.087 2.560 1.01 0.39 23.5 0.399 0.917 0.435 1.091 2.508 1.02 0.39 24.0 0.407 0.913 0.445 1.095 2.459 1.03 0.39 24.5 0.415 0.909 0.456 1.100 2.411 1.04 0.39 25.0 0.422 0.906 0.466 1.104 2.370 1.05 0.39 25.5 0.431 0.905 0.476 1.105 2.323 1.06 0.39 26.0 0.438 0.897 0.489 1.115 2.282 1.07 0.39 26.5 0.446 0.894 0.499 1.119 2.241 1.08 0.4 27.0 0.454 0.891 0.510 1.122 2.203 1.09 0.4 27.5 0.462 0.887 0.521 1.127 2.166 1.10 0.4 28.0 0.469 0.882 0.532 1.134 2.130 1.11 0.4 28.5 0.477 0.878 0.543 1.139 2.096 1.12 0.4 29.0 0.485 0.874 0.555 1.144 2.063 1.13 0.4 29.5 0.492 0.870 0.566 1.149 2.031 1.14 0.4 30.0 0.500 0.866 0.577 1.155 2.000 1.15 0.4 30.5 0.508 0.861 0.589 1.161 1.970 1.16 0.41 31.0 0.515 0.857 0.601 1.167 1.942 1.17 0.41 31.5 0.522 0.852 0.613 1.174 1.914 1.18 0.41 32.0 0.530 0.848 0.625 1.179 1.887 1.19 0.41 32.5 0.537 0.843 0.637 1.186 1.862 1.20 0.41 33.0 0.545 0.838 0.650 1.193 1.836 1.21 0.41 33.5 0.552 0.833 0.663 1.200 1.812 1.22 0.41 34.0 0.559 0.829 0.675 1.206 1.788 1.23 0.41 34.5 0.566 0.824 0.687 1.214 1.766 1.24 0.41 35.0 0.573 0.819 0.700 1.221 1.745
1.25 0.42 35.5 0.581 0.814 0.713 1.229 1.722 1.26 0.42 36.0 0.588 0.809 0.726 1.236 1.702 1.27 0.42 36.5 0.595 0.803 0.741 1.245 1.681 1.28 0.42 37.0 0.602 0.798 0.754 1.253 1.662 1.29 0.42 37.5 0.609 0.793 0.768 1.261 1.643 1.30 0.42 38.0 0.616 0.788 0.781 1.269 1.624 1.31 0.42 38.5 0.623 0.782 0.796 1.279 1.606 1.32 0.42 39.0 0.629 0.777 0.810 1.287 1.589 1.33 0.43 39.5 0.636 0.771 0.825 1.297 1.572 1.34 0.43 40.0 0.643 0.766 0.839 1.305 1.555 1.35 0.43 40.5 0.649 0.760 0.854 1.316 1.540 1.36 0.43 41.0 0.656 0.754 0.870 1.326 1.524 1.37 0.43 41.5 0.663 0.748 0.886 1.337 1.509 1.38 0.43 42.0 0.669 0.743 0.901 1.346 1.495 1.39 0.43 42.5 0.676 0.737 0.917 1.357 1.480 1.40 0.43 43.0 0.682 0.731 0.933 1.368 1.466 1.41 0.44 43.5 0.688 0.725 0.949 1.379 1.453 1.42 0.44 44.0 0.695 0.719 0.966 1.391 1.440 1.43 0.44 44.5 0.701 0.713 0.983 1.403 1.427 1.44 0.44 45.0 0.707 0.707 1.000 1.414 1.414 1.45 0.44 45.5 0.713 0.700 1.019 1.429 1.402 1.46 0.44 46.0 0.719 0.694 1.036 1.441 1.390 1.47 0.44 46.5 0.725 0.688 1.054 1.453 1.379 1.48 0.44 47.0 0.731 0.681 1.074 1.468 1.367 1.49 0.44 47.5 0.737 0.675 1.092 1.481 1.356 1.50 0.45 48.0 0.742 0.669 1.109 1.495 1.348 1.51 0.45 48.5 0.749 0.662 1.131 1.511 1.335 1.52 0.45 49.0 0.755 0.656 1.150 1.524 1.325 1.53 0.45 49.5 0.760 0.649 1.172 1.541 1.315 1.54 0.45 50.0 0.766 0.642 1.193 1.558 1.305 1.55 0.45 50.5 0.772 0.636 1.213 1.572 1.296 1.56 0.45 51.0 0.777 0.629 1.235 1.590 1.287 1.57 0.45 51.5 0.786 0.622 1.263 1.608 1.273 1.58 0.45 52.0 0.788 0.615 1.281 1.626 1.269 1.59 0.45 52.5 0.793 0.608 1.305 1.645 1.261 1.60 0.45 53.0 0.799 0.601 1.329 1.664 1.252 1.61 0.45 53.5 0.804 0.594 1.353 1.684 1.244 1.62 0.45 54.0 0.809 0.587 1.378 1.704 1.236 1.63 0.46 54.5 0.814 0.580 1.404 1.724 1.228 1.64 0.46 55.0 0.819 0.573 1.429 1.745 1.221 1.65 0.46 55.5 0.824 0.566 1.456 1.767 1.213 1.66 0.46 56.0 0.829 0.559 1.483 1.789 1.206 1.67 0.46 56.5 0.834 0.551 1.513 1.815 1.199 1.68 0.46 57.0 0.839 0.544 1.542 1.838 1.192 1.69 0.46 57.5 0.843 0.537 1.570 1.862 1.186 1.70 0.46 58.0 0.848 0.529 1.603 1.890 1.179 1.71 0.46 58.5 0.853 0.522 1.633 1.916 1.173 1.72 0.46 59.0 0.857 0.515 1.664 1.942 1.167 1.73 0.46 59.5 0.862 0.507 1.699 1.972 1.161 1.74 0.46 60.0 0.866 0.500 1.732 2.000 1.155 1.75 0.47 60.5 0.870 0.492 1.769 2.033 1.149 1.76 0.47 61.0 0.875 0.484 1.807 2.066 1.143 1.77 0.47 61.5 0.879 0.477 1.842 2.096 1.138 1.78 0.47 62.0 0.883 0.469 1.883 2.132 1.133 1.79 0.47 62.5 0.887 0.461 1.924 2.169 1.127 1.80 0.47 63.0 0.891 0.453 1.967 2.208 1.122
1.81 0.47 63.5 0.895 0.446 2.007 2.242 1.117 1.82 0.47 64.0 0.899 0.438 2.052 2.283 1.113 1.83 0.47 64.5 0.903 0.430 2.099 2.326 1.108 1.84 0.47 65.0 0.906 0.422 2.148 2.370 1.103 1.85 0.47 65.5 0.910 0.414 2.198 2.415 1.099 1.86 0.47 66.0 0.914 0.406 2.250 2.463 1.095 1.87 0.47 66.5 0.917 0.398 2.304 2.513 1.091 1.88 0.48 67.0 0.921 0.390 2.360 2.564 1.086 1.89 0.48 67.5 0.924 0.382 2.418 2.618 1.082 1.90 0.48 68.0 0.927 0.374 2.479 2.674 1.079 1.91 0.48 68.5 0.930 0.367 2.539 2.729 1.075 1.92 0.48 69.0 0.934 0.358 2.608 2.793 1.071 1.93 0.48 69.5 0.937 0.350 2.674 2.856 1.068 1.94 0.48 70.0 0.940 0.342 2.747 2.924 1.064 1.95 0.48 70.5 0.943 0.333 2.831 3.003 1.061 1.96 0.48 71.0 0.946 0.326 2.904 3.072 1.058 1.97 0.48 71.5 0.948 0.317 2.989 3.152 1.055 1.98 0.48 72.0 0.951 0.309 3.078 3.236 1.052 1.99 0.48 72.5 0.954 0.301 3.172 3.326 1.049 2.00 0.49 73.0 0.956 0.292 3.271 3.420 1.046 2.01 0.49 73.5 0.959 0.284 3.376 3.521 1.043 2.02 0.49 74.0 0.961 0.276 3.488 3.628 1.040 2.03 0.49 74.5 0.964 0.267 3.606 3.743 1.038 2.04 0.49 75.0 0.966 0.259 3.732 3.864 1.035 2.05 0.49 75.5 0.968 0.250 3.868 3.995 1.033 2.06 0.49 76.0 0.970 0.242 4.011 4.134 1.031 2.07 0.49 76.5 0.982 0.233 4.209 4.284 1.018 2.08 0.49 77.0 0.974 0.225 4.332 4.446 1.026 2.09 0.49 77.5 0.976 0.216 4.511 4.621 1.024 2.10 0.49 78.0 0.978 0.208 4.705 4.810 1.022 2.11 0.49 78.5 0.980 0.199 4.915 5.016 1.021 2.12 0.49 79.0 0.982 0.191 5.145 5.241 1.019 2.13 0.50 79.5 0.983 0.182 5.396 5.488 1.017 2.14 0.50 80.0 0.985 0.174 5.673 5.760 1.015 2.15 0.50 80.5 0.986 0.165 5.977 6.061 1.014 2.16 0.50 81.0 0.988 0.156 6.315 6.394 1.013 2.17 0.50 81.5 0.989 0.148 6.691 6.766 1.011 2.18 0.50 82.0 0.999 0.139 7.178 7.185 1.001 2.19 0.50 82.5 0.991 0.131 7.597 7.663 1.009 2.20 0.50 83.0 0.993 0.122 8.145 8.206 1.008 2.21 0.50 83.5 0.994 0.113 8.777 8.834 1.007 2.22 0.50 84.0 0.995 0.105 9.517 9.569 1.006 2.23 0.50 84.5 0.995 0.096 10.389 10.438 1.005 2.24 0.50 85.0 0.996 0.087 11.431 11.474 1.004 2.25 0.51 85.5 0.997 0.078 12.716 12.755 1.003 2.26 0.51 86.0 0.998 0.070 14.302 14.337 1.002 2.27 0.51 86.5 0.998 0.061 16.362 16.393 1.002 2.28 0.51 87.0 0.999 0.052 19.083 19.109 1.001 2.29 0.51 87.5 0.999 0.044 22.913 22.936 1.001 2.30 0.51 88.0 0.999 0.035 28.637 28.654 1.001 2.31 0.51 88.5 1.000 0.026 38.299 38.314 1.000 2.32 0.51 89.0 0.9998 0.017 57.295 57.307 1.000 2.33 0.51 89.5 0.9999 0.009 114.931 114.943 1.000 2.34 0.51 90.0 1.000 0.000 1.000 1.000 2.35 0.51 2.36 0.51
2.37 0.51 2.38 0.51 cos Degree 2.39 0.51 0.000 90.0 2.40 0.51 0.009 89.5 2.41 0.51 0.017 89.0 2.42 0.51 0.026 88.5 2.43 0.51 0.035 88.0 2.44 0.51 0.044 87.5 2.45 0.51 0.052 87.0 2.46 0.51 0.061 86.5 2.47 0.51 0.070 86.0 2.48 0.51 0.078 85.5 2.49 0.51 0.087 85.0 2.50 0.51 0.096 84.5 2.51 0.51 0.105 84.0 2.52 0.51 0.113 83.5 2.53 0.51 0.122 83.0 2.54 0.51 0.131 82.5 2.55 0.51 0.139 82.0 2.56 0.51 0.148 81.5 2.57 0.51 0.156 81.0 2.58 0.51 0.165 80.5 2.59 0.51 0.174 80.0 2.60 0.51 0.182 79.5 2.61 0.51 0.191 79.0 2.62 0.51 0.199 78.5 2.63 0.51 0.208 78.0 2.64 0.51 0.216 77.5 2.65 0.51 0.225 77.0 2.66 0.51 0.233 76.5 2.67 0.51 0.242 76.0 2.68 0.51 0.250 75.5 2.69 0.51 0.259 75.0 2.70 0.51 0.267 74.5 2.71 0.51 0.276 74.0 2.72 0.51 0.284 73.5 2.73 0.51 0.292 73.0 2.74 0.51 0.301 72.5 2.75 0.51 0.309 72.0 2.76 0.51 0.317 71.5 2.77 0.51 0.326 71.0 2.78 0.51 0.334 70.5 2.79 0.51 0.342 70.0 2.80 0.51 0.350 69.5 2.81 0.51 0.358 69.0 2.82 0.51 0.366 68.5 2.83 0.51 0.374 68.0 2.84 0.51 0.382 67.5 2.85 0.51 0.390 67.0 2.86 0.51 0.398 66.5 2.87 0.51 0.406 66.0 2.88 0.51 0.414 65.5 2.89 0.51 0.422 65.0 2.90 0.51 0.430 64.5 2.91 0.51 0.438 64.0 2.92 0.51 0.446 63.5
2.93 0.51 0.453 63.0 2.94 0.51 0.461 62.5 2.95 0.51 0.469 62.0 2.96 0.51 0.477 61.5 2.97 0.51 0.484 61.0 2.98 0.51 0.492 60.5 2.99 0.51 0.500 60.0 3.00 0.51 0.507 59.5 3.01 0.51 0.515 59.0 3.02 0.51 0.522 58.5 3.03 0.51 0.529 58.0 3.04 0.51 0.537 57.5 3.05 0.51 0.544 57.0 3.06 0.51 0.551 56.5 3.07 0.51 0.559 56.0 3.08 0.51 0.566 55.5 3.09 0.51 0.573 55.0 3.10 0.51 0.580 54.5 3.11 0.51 0.587 54.0 3.12 0.51 0.594 53.5 3.13 0.51 0.601 53.0 3.14 0.51 0.608 52.5 3.15 0.51 0.615 52.0 0.622 51.5 0.629 51.0 0.636 50.5 0.642 50.0 0.649 49.5 0.656 49.0 0.662 48.5 0.669 48.0 0.675 47.5 0.681 47.0 0.688 46.5 0.694 46.0 0.700 45.5 0.707 45.0 0.713 44.5 0.719 44.0 0.725 43.5 0.731 43.0 0.737 42.5 0.743 42.0 0.748 41.5 0.754 41.0 0.760 40.5 0.766 40.0 0.771 39.5 0.777 39.0 0.782 38.5 0.788 38.0 0.793 37.5 0.798 37.0 0.803 36.5 0.809 36.0 0.814 35.5
0.819 35.0 0.824 34.5 0.829 34.0 0.833 33.5 0.838 33.0 0.843 32.5 0.848 32.0 0.852 31.5 0.857 31.0 0.861 30.5 0.866 30.0 0.870 29.5 0.874 29.0 0.878 28.5 0.882 28.0 0.887 27.5 0.891 27.0 0.894 26.5 0.897 26.0 0.905 25.5 0.906 25.0 0.909 24.5 0.913 24.0 0.917 23.5 0.920 23.0 0.923 22.5 0.927 22.0 0.930 21.5 0.933 21.0 0.936 20.5 0.939 20.0 0.942 19.5 0.945 19.0 0.948 18.5 0.951 18.0 0.953 17.5 0.956 17.0 0.958 16.5 0.961 16.0 0.963 15.5 0.965 15.0 0.968 14.5 0.970 14.0 0.972 13.5 0.974 13.0 0.976 12.5 0.978 12.0 0.979 11.5 0.981 11.0 0.983 10.5 0.984 10.0 0.986 9.5 0.987 9.0 0.989 8.5 0.990 8.0 0.991 7.5
0.992 7.0 0.993 6.5 0.994 6.0 0.995 5.5 0.996 5.0 0.996 4.5 0.997 4.0 0.998 3.5 0.9986 3.0 0.9990 2.5 0.999 2.0 0.9996 1.5 0.9998 1.0
Grade of concreteM-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45 tbd (N / mm 2 ) -- 0.6 0.8 0.9 1 1.1 1.2 1.3 M 15 M 20 M 25 M 30 M 35 M 40 M 45 M 50 (N/mm2) Kg/m2 (N/mm2) Kg/m2 M 10 3.0 300 2.5 250 M 15 5.0 500 4.0 400 M 20 7.0 700 5.0 500 M 25 8.5 850 6.0 600 M 30 10.0 1000 8.0 800 M 35 11.5 1150 9.0 900 M 40 13.0 1300 10.0 1000 M 45 14.5 1450 11.0 1100 M 50 16.0 1600 12.0 1200 M-15 M-20 M-25 M-30 M-35 M-40 1.6 1.8 1.9 2.2 2.3 2.5 415 500 2.00
Development Length in tension
Grade of concrete
Plain M.S. Bars H.Y.S.D. Bars
tbd (N / mm2) kd = LdF tbd (N / mm2) kd = LdF Permissible Bond stress Table tbd in concrete (IS : 456-2000)
0.6 58 0.96 60 0.8 44 1.28 45 1 35 1.6 36 0.9 39 1.44 40 1.1 32 1.76 33 1.2 29 1.92 30 1.4 25 2.24 26 1.3 27 2.08 28
Permissible stress in concrete (IS : 456-2000)
Bending acbc Direct (acc)
Grade of concrete
Permission stress in compression (N/mm2) Permissible stress in bond (Average) for plain bars in tention (N/mm2)
-- --(N/mm2) in kg/m2 0.6 60 0.8 80 0.9 90 1.0 100 1.1 110 1.2 120 1.3 130 1.4 140
modification factore Table
Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete
1.80 1.65 1.90 1.50 1.80 1.40 1.70 1.35 1.60 1.30 1.50 1.20 1.40 1.16 1.30 1.08 1.20 1.00 1.15 0.95 1.05 0.90 1.02 0.86 1.20 0.84 0.98 0.82 0.96 0.81 0.94 0.80 0.92 0.79 0.91 0.78 0.90 0.77 0.89 0.76 0.86 0.75 0.86 0.74 0.85 0.73 0.84 0.72 0.83 0.72 0.83 0.72 0.82 0.71 0.82 0.71 0.81 0.71 0.81 0.70 0.81 0.70 0.81 0.69 0.81 0.69 0.81 0.68 0.81 0.68
Table Carpentors's coefficents for cylenlidrical tank (Reyolndhand book)
cotangent Degree Factors
57.249 1.0 H+dA 10 20 30 40 10 56.300 1.5 0.2 0.046 0.028 0.022 0.015 -28.633 2.0 0.3 0.032 0.019 0.014 0.01 0.55 22.913 2.5 0.4 0.024 0.014 0.01 0.007 0.5 19.071 3.0 0.5 0.02 0.02 0.009 0.006 0.45 16.361 3.5 1.0 0.012 0.006 0.005 0.003 0.37 14.304 4.0 2.0 0.006 0.003 0.002 0.002 0.3 12.696 4.5 4.0 0.004 0.002 0.002 0.001 0.27 11.435 5.0 10.382 5.5 9.558 6.0
8.772 6.5 Cofficent for bending moment and twisting moment in circular beam
8.144 7.0 No of support 2f C1 C2 F K1 Value of angle V a lue o f H/D TABLE 20.1
7.594 7.5 4 90 0.137 0.07 7.117 8.0 5 72 0.108 0.054 6.691 8.5 6 60 0.089 0.045 6.311 9.0 8 45 0.066 0.03 5.961 9.5 9 40 0.06 0.027 5.668 10.0 10 36 0.054 0.023 5.395 10.5 12 30 0.045 0.017 5.142 11.0 4.911 11.5 4.704 12.0 1.192 12.5 4.331 13.0 4.165 13.5 4.010 14.0
3.867 14.5 Cofficent for bending moment and twisting moment in circular beam 3.729 15.0 3.721 15.5 3.487 16.0 3.373 16.5 3.271 17.0 4 90 0.0342 0.0176 3.169 17.5 6 72 0.148 0.0075 3.078 18.0 8 60 0.0083 0.0041 2.988 18.5 10 45 0.0054 0.0023 2.903 19.0 12 40 0.0037 0.0014 2.822 19.5 2.746 20.0 2.673 20.5 2.604 21.0 2.538 21.5 2.475 22.0 2.412 22.5 2.355 23.0 2.300 23.5 2.245 24.0 2.192 24.5 2.147 25.0 2.102 25.5 2.047 26.0 2.004 26.5 1.963 27.0 1.921 27.5 1.879 28.0 1.840 28.5 1.803 29.0 1.767 29.5 1.732 30.0 1.697 30.5 1.664 31.0 1.631 31.5 1.600 32.0 1.569 32.5 1.539 33.0 1.509 33.5 1.483 34.0 1.455 34.5 1.429 35.0 Positive bending moment at center of span K2
TABLE 4.1 for (Krishna Raju) intze tank design
No of support 2f Negative bending moment at support K1
1.402 35.5 1.377 36.0 1.350 36.5 1.326 37.0 1.303 37.5 1.280 38.0 1.256 38.5 1.235 39.0 1.212 39.5 1.191 40.0 1.170 40.5 1.149 41.0 1.129 41.5 1.110 42.0 1.091 42.5 1.072 43.0 1.053 43.5 1.035 44.0 1.017 44.5 1.000 45.0 0.981 45.5 0.965 46.0 0.949 46.5 0.931 47.0 0.916 47.5 0.901 48.0 0.884 48.5 0.869 49.0 0.853 49.5 0.838 50.0 0.824 50.5 0.809 51.0 0.792 51.5 0.780 52.0 0.766 52.5 0.753 53.0 0.739 53.5 0.726 54.0 0.712 54.5 0.700 55.0 0.687 55.5 0.674 56.0 0.661 56.5 0.649 57.0 0.637 57.5 0.624 58.0 0.612 58.5 0.601 59.0 0.588 59.5 0.577 60.0 0.565 60.5 0.553 61.0 0.543 61.5 0.531 62.0 0.520 62.5 0.508 63.0
0.498 63.5 0.487 64.0 0.476 64.5 0.466 65.0 0.455 65.5 0.444 66.0 0.434 66.5 0.424 67.0 0.414 67.5 0.403 68.0 0.394 68.5 0.384 69.0 0.374 69.5 0.364 70.0 0.353 70.5 0.344 71.0 0.335 71.5 0.325 72.0 0.315 72.5 0.306 73.0 0.296 73.5 0.287 74.0 0.277 74.5 0.268 75.0 0.259 75.5 0.249 76.0 0.238 76.5 0.231 77.0 0.222 77.5 0.213 78.0 0.203 78.5 0.194 79.0 0.185 79.5 0.176 80.0 0.167 80.5 0.158 81.0 0.149 81.5 0.139 82.0 0.132 82.5 0.123 83.0 0.114 83.5 0.105 84.0 0.096 84.5 0.087 85.0 0.079 85.5 0.070 86.0 0.061 86.5 0.052 87.0 0.044 87.5 0.035 88.0 0.026 88.5 0.017 89.0 0.009 89.5 0.000 90.0
M-50 1.4 fs = 120 =fy200 fs =145 =fy250 0 Modification factore
Fs= steel stress of service load =0.58fy for steeel fy 500 = Fs N/mm2 fy 415 = Fs N/mm2 fy 328 = Fs N/mm2 fy 250 = Fs N/mm2 fy 207 = Fs N/mm2 2.0 1.6
Permissible Bond stress Table tbd in concrete (IS : 456-2000)
1.2 0.8 0.4 0.4 0.8 1.2 190 290 240 145 120
Table Carpentors's coefficents for cylenlidrical tank (Reyolndhand book)
20 30 40 10 20 30 40 0.5 0.45 0.4 0.32 0.46 0.53 0.5 0.43 0.38 0.33 0.35 0.53 0.6 0.66 0.39 0.35 0.3 0.44 0.58 0.65 0.7 0.37 0.32 0.27 0.48 0.63 0.69 0.73 0.28 0.24 0.21 0.62 0.73 0.74 0.83 0.22 0.19 0.16 0.73 0.81 0.85 0.88 0.2 0.17 0.14 0.8 0.85 0.87 0.9Cofficent for bending moment and twisting moment in circular beam
C3 fm
0.021 19.25 0.014 15.25 0.009 12.75 0.005 9.5 0.004 8.5 0.003 7.25 0.002 6.25
Cofficent for bending moment and twisting moment in circular beam
0.0053 19.25 0.00015 15.25 0.0006 12.75 0.00003 9.5
0.0017 8.5 TABLE 4.1 for (Krishna Raju) intze tank design
Maximum twesting moment or
torqu K3
fs =145 =fy250 fs =190 =fy328 fs =240 =fy415 fs = 290 =fy500 Fig 7.1 2.8 1.2 1.6 2.0 2.4