Nameof work:- 1 Tank capacity 2000 K ltr 2000000 2 Depth of water 11.00 mtr 11000 3 Free board 0.20 m 200 4 Conrete M 30 unit weight 25000 10 m 9.333 5 Steel fy 500 Tensile stress 230 6 Nominal Cover 50 mm ffective Cover 30 7 Reinforcement Vertivcal 12 40 mm c/c Hoops Ring upto 25% height 12 90 mm c/c upto 50% height 12 110 mm c/c upto 75% height 12 120 mm c/c upto 100% height 12 150 mm c/c 8 200 mm c/c 480 15400 480 12 100% 150 mm c/c 2.75 m 12 80 mm c/c 75% 12 2.75 m 120 mm c/c 12 50% 110 mm c/c 1.80 m 12 40 mm c/c 8 200 mm c/c 12 3.70 m 8 90 mm c/c 200 mm c/c 75 DESIGN OF CIRCULAR WATER TANK (Rigid joint) s cbc N/mm 2 mm F mm F mm F mm F mm F Floor (both direction) mm F mm f Ring mm f Bars mm f Ring mm f Ring mm f Bars mm f Ring mm f Ring mm f Ring
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139885734 Circular Water Tank Rigid Joint Xls Design
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DESIGN OF CIRCULAR WATER TANK (Rigid joint)Nameof work:- 0Tank capacity 2000 K ltr 2000000 mmDepth of water 11.00 m 11000 mmFree board 0.20 m 200 mmConrete M 30
Steel fy 500 Tensile stess = 230
10 m = 9.333Nominal cover 50 mm Effective cover = 30 mm
### Design Constants:- For HYSD Bars Cocrete M = 30
= 230 wt. of concrete = 25000
= 10 m = 9.333m*c
=9.333 x 10
= 0.2899.333 x 10 + 230
= 1 - 0.289 / 3 = 0.904
= 0.5 x 10 x 0.904 x 0.289 = 1.304
### Dimention of tank:- Effective depth of tank = 11.00 - 0.20 = 10.80 m
If D is the inside diameter of tank, we have = x 10.80 =2000000 x 1000
4 1000 x 1000
Ö 2000 x 4= 15.35 m say = 15.40 m
3.143 x 10.80
Provide a diameter of = 15.40 m
### Determination of bending moment and hoop tension:-
Thickness of wall from empirical formula = 3H+5 = 3 x 11.00 + 5 = 38 cm 380 mm= 11.00 x 11.00
= 21 h = H/3 = 11.00 / 3 = 3.667 mDT 15.40 x 0.38
The height above base, upto which cantilever action will be there is given by H/3 or 1 m which ever is heigher
Maximum ring tension at this level, per meter height = w (H-h)D
where w = 98002
pressure at h/3 = 9800 x ( 11.00 - 3.667 )x15.40
= 553373 N2
Maximum prerssure at bottom = wH = 9800 x 11.00 = 107800 N
Mf =1
x ### x 3.667 x3.667
= 241552 N-m/m2 3
### Design of setion for cantilever action:-if d is the effective thickness of tank wall,
D = Ö Mf= Ö 241552 x 1000
= 430.00 mm1000 R 1000 x 1.30= 430 + 50 = 480 = say 480 mm
However, provide a minimum thickness equal to the greater of following;(I) 150mm (II) 30H+ 50 = 30 x 11.00 + 50 = 380 Hence provide T= 480 mm
Providing 50 mm cover to the center of reinforcement, availble d = 430 mm
Area of steel for cantilever bending is given by=Mf
=241552 x 1000
= 2702230 x 0.904 x 430
using ### mm bars A = =3.14 x 12 x 12
= 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 2702 = 42 say = 40 mm
Hence Provided 12 40 mm c/c upto height of 3.70 m from base
N/mm2 N/mm2
scbc N/mm2
sst N/mm2 N/mm2
scbc N/mm2
k= m*c+sstj=1-k/3
R=1/2xc x j x k
Õ x D2
\ from which D
H2
N/m2
\ maximum cantilever B.M. =
\ Total thickness =d +cover
Ast = mm2
sst . J .d
3.14xdia2
mm2
mm F bar, @
Above this height, curtail half bars and continue the other half upto top. Let us test this for devlopment length
Ld = =12 x 230
= 863 mm say 0.86 m4. tbd 4 x 0.8
Hence half bars may be curtailed at 3.70 m height above the base. These vertical bars are to be provided inner face . Keep a clear cover of = 25 mm
### Design of section for hoops action;Maximum hoops tension 553373 N at 3.67 m above the base
553373 / 230 = 2406Let us provide rings atboth faseHence of area of ring in each face= 1203
using ### mm bars A = =3.14 x 12 x 12
= 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 1203 = 94 say = 90 mm
Hence Provided ### 90 mm c/c upto height of 3.70 m from baseand above this, the spacing may be increased
Actual , Ast = 2 x1000 x 113
= 251290
=553373
= 4.988 > 1.21000 x 90 +( 9.333 - 1 )x 2512
Hoop tension at 5.50 m below top = 9800 x 5.50 x 15.40 / 2.00 = 415030 N
415030 / 230 = 1804Let us provide rings atboth faseHence of area of ring in each face= 902
using ### mm bars A = =3.14 x 12 x 12
= 1134 x100 4 x 100Spacing of hoop Bars = 1000 x 113 / 902 = 125 say = 120 mm
Hence Provided ### 120 mm c/c upto height of 5.50 m from base
At the top, minimum Ash =0.3
x 1000 x 480 = 1440 / 2 = 720100
Spacing of hoop Bars = 1000 x 113 / 720 = 157 say = 150 mm c/c
### Distribution reinforcement:-
Percentage area of distribution reinforcement is 0.30 - 0.10 x480 - 100
= 0.191 %450 - 100
=0.191
x 1000 x 480 = 919 area of steel in each face = 459100
However , no additional reinforcement will be provided at inner face since the vertical steel for cantilever action
will serve this purpose. Hence provided Ast= 459.4
using 8 mm bars A = =3.14 x 8 x 8
= 504 x100 4 x 100Spacing of hoop Bars = 1000 x 50 / 459 = 109 say = 100 mm
Hence Provided these 8 100 mm c/c
### Provision for haunches:-It is customary to provide150 mmx150mm haunchesat the junction of wall and base.
100 mm c/c may be provided.
### Design of tank floor.:-Since the tank floor is resting on ground throughout , provide a minimum thickness of 150 mm
=0.30
x 150 x 1000 = 450100
Provide half the reinfocement near each face, Ast = 225
using 8 mm bars A = =3.14 x 8 x 8
= 504 x100 4 x 100Spacing of hoop Bars = 1000 x 50 / 225 = 223 say = 200 mm
However provide 8 200 mm c/c in both direction , at top and bottom of floor slab.