Name of work:- pkn Top Dome 1 Tank capacity 1000000 Ltr. 1000 100 mm thi 2 Height of tower from G.L. 16.00 Foudation from 1.00 mtr Top Ring Beam 3 Live load on Dome 1.50 Finishes load 0.1 300 x 300 2.00 m 3 Intencity of wind 1.50 wt of water 10 4 Noumber of columns 8 No. Bearing capci 250 4 Conrete M 20 unit weight 24 ### m 5 m 13 7 Q 0.897 8.00 m 5 Steel HYSD fy 415 sile stress (Tank) 150 1.2 1.7 Bottom Ring Beam Conocal Dom 6 Nominal Cover 25 mm Effective Cover 40 mm 1200 x 600 mm 600 mm thi 7 Depth / diameter Rati 1: 0.75 8 Reinforcement Borrom sperical D 300 mm 8 160 mm c/c both way 1.60 m 2.00 Top Ring Beam 12 8 Nos. Bottom two ledge srirrups 8 300 mm c/c Circular Girder 8.00 M Vertical wall 600 x 1200 4.00 2 m from top hoop ring 10 190 mm c/c both side 4 m from top hoop ring 16 250 mm c/c both side 8 m from top hoop ring 20 190 mm c/c both side Circular 2 m from top stri. Steel 10 260 mm c/c both side Group of columns Braces 4 m from top stri. Steel 10 170 mm c/c both side 650 mm dia 4.00 8 m from top stri. Steel 10 130 mm c/c both side Bottom Ring Beam Main 20 18 Nos. 4.00 Distri. Steel 10 150 mm c/c Conical wall Main 25 190 mm c/c Distri. Steel 10 130 mm c/c 4.00 Bottom sperical Dome 10 120 mm c/c both side Circular Bottom circular girder Main top 25 6 Nos. Girder for Raft N. Vertical strirrups 12 110 mm c/c 4 750 X 1000 1.00 Main bottom 25 5 Nos. mm Vertical strirrups 10 300 mm c/c 2 500 Column supprting tower Main 32 8 Nos. O.K. 3.00 5.00 m Latral 10 300 mm c/c 11.00 m Bracing main 25 4 Nos. at top and bottom strirrups 10 300 mm c/c 2 Ledge strirrup Circular girder for Raft bottom 25 6 Nos. top 25 3 Nos. strirrups 12 130 mm c/c 4 Ledge strirrup Raft Foundation slab main 25 200 mm c/c Distribution 12 180 mm c/c 25 DESIGN OF INTZE WATER TANK m 3 kN/m 2 kN/m 2 kN/m 2 kN/m 3 kN/m 2 kN/m 3 scc N/mm 2 scb N/mm 2 N/mm 2 Resistance to cracking sct N/mm 2 scb N/mm 2 Top Dome (main / distri. ) mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F mm F Ledge mm F mm F Ledge mm F mm F mm F mm F mm F mm F mm F mm F mm F pk_nandwana@yahoo mm f
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Name of work:- pkn Top Dome
1 Tank capacity 1000000 Ltr. 1000 100 mm thick
2 Height of tower from G.L. 16.00 mtr Foudation from G.L. 1.00 mtr Top Ring Beam
3 Live load on Dome 1.50 Finishes load 0.1 300 x 3002.00 m
3 Intencity of wind 1.50 wt of water 104 Noumber of columns 8 No. Bearing capcity of earth 2504 Conrete M 20 unit weight 24 12.00 m
5 m 137 Q 0.897 8.00 m
5 Steel HYSD fy 415 Tensile stress (Tank) 1501.2 1.7 Bottom Ring Beam Conocal Dom
6 Nominal Cover 25 mm Effective Cover 40 mm 1200 x 600 mm 600 mm thick
7 Depth / diameter Ratio 1: 0.758 Reinforcement Borrom sperical Dom 300 mm
8 160 mm c/c both way1.60 m
2.00 m
Top Ring Beam 12 8 Nos. Bottom 2.00
two ledge srirrups 8 300 mm c/c Circular Girder 8.00 M
Vertical wall 600 x 1200 4.00 m
2 m from top hoop ring 10 190 mm c/c both side4 m from top hoop ring 16 250 mm c/c both side8 m from top hoop ring 20 190 mm c/c both side Circular
2 m from top Distri. Steel 10 260 mm c/c both side Group of columnsBraces
4 m from top Distri. Steel 10 170 mm c/c both side 650 mm dia 4.00 m
8 m from top Distri. Steel 10 130 mm c/c both sideBottom Ring Beam
Main 20 18 Nos. 4.00 m
Distri. Steel 10 150 mm c/cConical wall
Main 25 190 mm c/cDistri. Steel 10 130 mm c/c 4.00 m
Bottom sperical Dome 10 120 mm c/c both side Circular Bottom circular girder Main top 25 6 Nos. Girder for Raft N.S.L.
Vertical strirrups 12 110 mm c/c 4 750 X 1000 1.00 mMain bottom 25 5 Nos. mm
Vertical strirrups 10 300 mm c/c 2500
1000
Column supprting tower Main 32 8 Nos. O.K. 3.00 5.00 m 250
Latral 10 300 mm c/c 11.00 m
Bracing main 25 4 Nos. at top and bottomstrirrups 10 300 mm c/c 2 Ledge strirrup
Circular girder for Raft bottom 25 6 Nos. top 25 3 Nos.
strirrups 12 130 mm c/c 4 Ledge strirrup Raft Foundation slab main 25 200 mm c/c
Tank capacity 1000000 ltr or = 1000Height of tower from G.L. 16.0 m foundation from G.L. = 1.00 mtr
Live load on Dome 1.50 Finishes load = 0.10Intencity of wind 1.50 wt of water = 10Noumber of columns 8 No. Bearing capcity of = 250Conrete M- 20 wt. of concrete = 24
7 m = 13
5 Q = 0.897Steel HYSD fy 415 Tensile stess = 150
1.2 = 1.7Nominal cover 25 mm Effective cover = 35 mm
2 Design Constants:For HYSD Bars Cocrete M = 20 wt. of concrete = 24
= 150 = 230
= 7 m = 13k = 0.378 k = 0.283J = 0.874 J = 0.906R = 1.156 R = 1.669
3 Dimention of tank:-
D = Inside diameter of tank Assuming the average depth = 0.75 D
We have,x 0.75 D = 1000 D "= 11.930 Say 12.00 m
4
\ Height of cylindrical portion of tank = 0.75 x 11.93 = 8.00 m
Depth of conical Dome D/5 or D/6 = 12.00 / 6 = 2.00 m
Diameter of supporting tower = 8 m
Spacing of bracing = 4 m
4 Design of top dome :-Thickness of dome slab = 100 mm or = 0.10 m
Self load of dome = 0.10 x 1 x 1 x 24 = 2.4
Live load = 1.50
finishes = 0.10
Total load = 4.00
If R = radious of dome D = diameter of Tank = 12.00 m r = central rise = D/6= 2.00 m
=6.00 2.00 2
or = 10.00 m2r 2 x 2.00
= 8 / 10.00 = 0.80 or = 37 degree
Maridianal thrust at edge 'T'= =4.00 x 10.00 =
22.20 N/m1 + 0.80
Circumferential force =wR cose f -1.00
= 4.00 x 10.00 x 0.80 -1.00
= 9.78 kN/mcos f 1.80
Maridianal Stress =22.20 x 1000
= 0.22 < 5 Safe100 x 1000
Hoop stress =9.78 x 1000
= 0.10 < 5.00 safe1000 x 100The stress are with in safe limit. However provide minimum reinforcement @ 0.3 % of area in each direction.
=0.3
x 1000 x 100 = 300100
using 8 mm bars A = =3.14 x 8 x 8
= 50.24 x100 4 x 100Spacing of hoop Bars = 1000 x 50.2 / 300 = 167 say = 160 mm
m3
kN/m2 kN/m2
kN/m2 kN/mm3
kN/m2
kN/mm3
scb N/mm2
sct N/mm2
N/mm2 N/mm2
Resistance to cracking scb N/mm2 scb N/mm2
kN/mm3
for water Tank sst N/mm2 sst N/mm2
scb N/mm2
p x D2
m3
kN/m2
kN/m2
kN/m2
kN/m2
the radius rtop is given by, R =D/22+r2 2+
cos f f p xR1
1 + cosf
N/mm2 N/mm2
N/m2 N/mm2
\ Ast mm2
3.14xdia2
mm2
Hence Provided 8 160 mm c/c in both circumferenially and meridionanlly.
5 Design of top ring Beam :-
Hoop tension'=F1= =22.20 x 0.800 x 12.00
= 106.60 kN2 2
Permissible stress in high yield strenth deformed bars = 150
Ast =106.60 x 1000
= 711150
using ### mm bars A = =3.14 x 12 x 12
= 1134 x100 4 x 100No.of hoop Bars = 711 / 113 = 7 No. say 8.0 No.
Hence Provided 8 No 12Actual , Ast = 8 x 113 = 904
If Ac = cross section of ring beam Equivelent area of composite section of beam
106.60 x 1000= 1.2 , \ Ac = 77077
Ac + m x 904
Provide ring beam 300 x 300 = 90000
Provide 8 300 mm c/c to tie the 8 x 12
6 Design of Cylendrical Tank wall :-
Maximum hoop tension at base=wHD
=10 x 8.00 x 12.00
= 480 kN/m height2 2
Area of ring Req. = 480000 / 150 = 3200 or 1600
To resist the hoop tension at 2 mtere below top,2.00 x 3200
= 800.08
using ### mm bars A = =3.14 x 10 x 10
= 794 x100 4 x 100
###1000 x 78.5
= 196 mm800.0 / 2
Hence Provided 10 190 mm c/c both direction from top 0 to 2 mtr from top
To resist the hoop tension at 4 mtere below top,4.00 x 3200
= 16008
using ### mm bars A = =3.14 x 16 x 16
= 2014 x100 4 x 100
###1000 x 201
= 251 mm1600 / 2
Hence Provided 16 250 mm c/c both direction from top 2 to 4 mtr from top
To resist the hoop tension at 8 mtere below top,8.00 x 3200
= 32008
using ### mm bars A = =3.14 x 20 x 20
= 3144 x100 4 x 100
###1000 x 314
= 196 mm3200 / 2
Hence Provided 20 190 mm c/c both direction from top 4 to 8 mtr from top
Actual , Ast = 2 x1000 x 314
= 3305190
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 ,
thickness T is given by=480 x 1000
= 1.21000 T + ( 13 x 3305 )
From which T = 360 mm say = 400 mm
Hence provided = 400 mm, at bottom and 200 mm at top Av thickness = 300 mmDistribution reinforcement
At top , Ast =0.30
x 200 x 1000 = 600100
Provide half the reinfocement near each face, Asd = 300
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,
No.of hoop Bars = 5560 / 314 = 18 No. say 18 No. Hence Provided 18 No 20Actual , Ast = 18 x 314 = 5652
Stress in equivalent section =834 x 1000
=1.05 < 1.2
1200 x 600 + 13 x 5652 Hence safeThe ### 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 = 10.00
Avrage depth of water = 8.00 + 2.00 / 2 = 9.00
Weight of water above conical dome = 3.140 x 10.00 x 9.00 x 2.00 x 10 = 5652
Self weight of slab 600 mm thick = 3 x 10.00 x 2.83 x 0.6 x 24 = 1279
Load from top dome,top beam, wall & bottom beam = = 3.14 x 12.00 x 91.00 = 3429
= 10360 kN
Load / unit Length = 10360 / ( 3.14 x 8.00 )= 413 kN/m
= 413 xcosec 45 = 413 x 1.414 = 584 kN
Meridional Stress = 584 x 1000 ) /( 600 x 1000 )= 0.97 < 5.00 safeHoop tension in conical dome will be maximum at top of the conical dome slab since diameter D is maximum at this section. Hoop tension =
3.14xdia2
mm2
mm f bars =mm F bar, @
mm2
mm2
3.14xdia2
mm2
mm f bars =mm F bar, @
mm2
mm2
3.14xdia2
mm2
mm f bars =mm F bar, @
(A) Load due to top dome = (Meridional trust x sin f )
\ Hoop tension
This to be rested entirely by steel hoops, the area of which is Ash= mm2
3.14xdia2
mm2
mm F Ring bar, for symetry.
mm2
N/mm2
mm f distribution bars (vertical bars) provided in the wall @
\ Total load on conical slab
V2
Meridional thrust = T = V2 x Cosec f N/mm2
H =( p.cosec f + q. cot f ) . D/2
Water pressure = p = 10.00 x 8.00 = 80.00
Weight of conical dome slab per m2 is computed as, q= 0.6 x 24 = 14.4f = 45 Degree D = 12 m
= 80.00 x cosec 45 + 14.4 x cot 45 x D /2=( 80.00 x 1.4142 + 14.4 x 1 )x 12.00 / 2 = 765 kN
Whole of which is to be resisted by steel, As = 765000 / 150 = 5100\ Area of each face = 5100 / 2 = 2550
using ### mm bars A = =3.14 x 25 x 25
= 4914 x100 4 x 100The spacing of ### 1000 x 491 / 2550 = 190 mm c/c
Hence Provided 25 190 mm c/c on each face of the slab
Actual , Ast = 2 x1000 x 491
= 5164190
At bottom , Ast =0.20
x 600 x 1000 = 1200100
Provide half the reinfocement near each face, Asd = 600
using ### mm bars A = =3.14 x 10 x 10
= 794 x100 4 x 100The spacing of ### 1000 x 79 / 600 = 130 mm c/c
Hence Provided = 10 130 mm c/c on both face along the meridions.
Maximim tenssile stress =765 x 1000
=1.15 < 1.2
600 x 1000 + 13 x 5164 Hence safe
9 Design of Bottom Sperical Dome:-Thickness of Dom slab is assume = 300 mmDiameter at base of slab = D = 8.00 mCentral rise (1/5 x D) = 1.6 m
If R = radious of dome D = diameter of base = 8.00 m r = central rise = D/5= 1.60 m
=4.00 1.60 2
or R = 5.80 m2r 2 x 1.60
Self weight of Dome slab = 2x 3.14 x 5.800 x 1.60 x 0.300 x 24.00 = 420.00 kNVolume of water above the dome is =
= 3.14 x 4.00 10.0 )-6.28 x 5.80 1.60
-3.14 x 4.00
3.00 3.00
( 5.80 - 1.60 ) = 460
\ Weight of water = 460.0 x 10.00 = 4600 kN\ Total load on dome = 420.0 + 4600 = 5020 kN
Load / unit Length = 5020 / ( 3.14 x 16.00 )= 100 kN/m
= 4.20 / 5.80 = 0.724 \ f = 44 Degree
\ =100 x 5.80
= 337.00 kN/m1 + 0.724
Meridional Stress = 337.00 x 1000 ) /( 300 x 1000 )= 1.12 < 5.00 safe
Circumferential force = wR x -1
w R = 100 x 5.80 x 0.724 -1
= 83.60 kn/m1.724
=( 83.60 x 1000 ) /( 300 x 1000 )= 0.28 < 5.00 safe
Provide nominal reinforcement =0.30
x 300 x 1000 = 900100
using ### mm bars A = =3.14 x 10 x 10
= 794 x100 4Spacing of hoop Bars = 1000 x 79 / 650 = 121 say = 120 mm
Hence Provided 10 120 mm c/c curmferentially and along the meridions.
Net horizontal force on ring beam = 413.0 x 0.707 - 337.0 x 0.713 = 51.71 kN/m
Hoop compression in the beam = 51.71 x 8 / 2.00 = 206.84 kNAssuming size of ring beam 600 x 1200 mm
=( 206.84 x 1000 ) /( 600 x 1200 )= 0.29 < 5.00 safe
= 413.0 x 0.707 + 337.0 x 0.701 = 529 kN/mSelf weight of Beam = 0.60 x 1.200 x 24.00 = 18.00 kN/m
\ Total Load 547.0 kN/mTotal design load on the Ring girder = W = 3.14 x D x w
W = 3.14 x 8.000 x 547 = 13741 kNThe circular girder supported on 8 column. Using the moment cofficient given in table 4.1Maximum negative bending moment on supports = 0.0083 x wR
M = 0.0083 x ### x 4.00 = 457 kN.mMaximum Positive B.M. at mid span section = 0.0041 x wR
= 0.0041 x ### x 4.00 = 226 kN/mMaximum Torsional moment = 0.0006 x wR
= 0.0006 x ### x 4.00 = 33 kN/m= 547.0 x 4 x 0.79 )/ 2 = 859 kN
Shear force at section of maximum torsion is (At an angle of 12.75 degree from higher support)V = 859 -( 547.0 x 3.14 x 4 x 12.75 )/ 180 = 373 kN
Design of support section M = 457 V = 859 kN
=457 x 1000000
= 934 mm0.874 x 600
Provide depth = 1200 mm cover = 50 mm Afective depth = 1150 mm
The section subjected to maximum torsional moment and shear should be design for the following forces.T = 37 kN.m D = 1000 mmV = 413 kN b = 750 mmM = 0 d = 870 mm