Design of O.H.T for CHEST & TB = 5.845 x 5.09 m Considering side wall thickness = 150 mm The internal Dimensions of the Ta = 5.545 x 4.79 m 450x100 The capacity of Tank provided is = 17000 Lit The Height of Tank Required is = 17000 5.545 x 4.79 = 0.640 m Say ~ 0.8 m Free Board = 0.3 m Total Height = 1.10 m Design of Tank Storage Capacity is = 5.545 x 4.79 x 0.8 = 21.25 Cum Concrete Mix Steel L/B = 1.16 L/H = 5.041 B/H = 4.35 L/H and B/H are greater than 2 Hence the walls span in Vertical direction since the tank is closed one the walls act as proped cantile Roof Slab Slab thickness assumed is = 115 mm clear cover taken as = 30 mm assumed dia of bar = 8 mm where effective depth = 81 mm The panel size is = 5.66 x 4.91 c/c l/b = 1.15 Concrete Mix = M30 Density of concrete = 25 Load On slab self weight = 2.875 Floor finish = 1 Live Load = 1.5 Total Load on Slab = 5.375 ~ 5.40 Considering the slab as discontinuous on all four As per code IS 456 Short span +ve moment Mx = = 9.354 KN-m Long span +ve moment My = = 7.275 KN-m 0.072 where provision made for OHT is above terrace level by raising the columns above terrace level. KN/m 3 KN/m 2 KN/m 2 αxwlx 2 αywlx 2 where αx
Transcript
Design of O.H.T for CHEST & TB
= 5.845 x 5.09 m 4.48-0.23=4.25Considering side wall thickness = 150 mm 6.13-0.23=5.90The internal Dimensions of the Tank = 5.545 x 4.79 m 450x100 45000
The capacity of Tank provided is = 17000 Lit 45000/3The Height of Tank Required is = 17000 15000
5.545 x 4.79
= 0.640 m
Say ~ 0.8 m 5.845-0.3 5.454Free Board = 0.3 m 5.09-0.3 4.79Total Height = 1.10 m 340x100=34000
34000/2=17000
Design of TankStorage Capacity is = 5.545 x 4.79 x 0.8
= 21.25 CumConcrete MixSteel
L/B = 1.16 L/H = 5.041 B/H = 4.35L/H and B/H are greater than 2
Hence the walls span in Vertical directionsince the tank is closed one the walls act as proped cantilevers.
Roof SlabSlab thickness assumed is = 115 mmclear cover taken as = 30 mmassumed dia of bar = 8 mmwhere effective depth = 81 mmThe panel size is = 5.66 x 4.91 c/c
l/b = 1.15Concrete Mix = M30
Density of concrete = 25Load On slabself weight = 2.875Floor finish = 1Live Load = 1.5
Total Load on Slab = 5.375 ~ 5.40Considering the slab as discontinuous on all four sidesAs per code IS 456
Short span +ve moment Mx = = 9.354 KN-m
Long span +ve moment My = = 7.275 KN-m
0.072
The Panel size outer to outer where provision made for OHT is
The Tank is to be provided with bottom of tank at 1.2m above terrace level by raising the columns above terrace level.
KN/m3
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
0.056
Percentage of steel is =
% of steel is along shorter span = 1.43
% of steel is along Longer span = 1.11
From sp16 Table 1
= 0.354
= 0.267
Area of steel Required (Ast) =100
Ast along short span = 286.74 ~ 329.75
Ast along Long span = 216.27 ~ 248.71For dia of bar = 8
spacing required along short span = 152.357 ~ 250 c/c
spacing required along Long span = 202 ~ 250 c/c
provide # 8@ 250 c/c in shorter span and # 8@ 250 c/c in long span Tank side walls (Mix M30)
Density of water = 10
Max -ve moment at bottom with tension on water fce is = 10 x 1.1016
= 0.83 KN-m
Max -ve moment at bottom with tension on water fce is = 10 x 1.1024.0
= 0.55 KN-mMax. B.M = 0.83 KN-m
depth required from cracking stress consideration is = 6 x MQ x b
D = 52.66 mmproviding overall thickness = 150 mmclear cover on either side of walls = 30 mmdia of bar = 8 mmeffective depth = 116 mmArea of steel required = M
σst x j x d
Ast = 52.25minimum % of steel is = 0.22% b d
= 255.2For dia of bar = 8 mm
providing area of steel Ast = 255.20
spacing required = 196.87 ~ 150 c/cprovide # 8@ 150 c/c vertically on water face and # 8@ 150 c/c horizontally
Total Load on Slab 16.750 ~ 16.80Considering the slab as discontinuous on all four sidesAs per code IS 456 l/b = 1.15
Short span +ve moment Mx = = 29.10 KN-m
Long span +ve moment My = = 22.63 KN-m
0.072
0.056Max. B.M = 29.10 KN-m
depth required from cracking stress consideration is = 6 MQ x b
D = 311.46 mmproviding overall thickness = 210 mmclear cover on either side of walls = 30 mmdia of bar = 10 mmeffective depth = 175 mmArea of steel required shorter span = M
σst x j x d
Ast = 1211.63For providing dia of bar = 16 mm
spacing required = 165.86 ~ 150 c/cprovide # 16@ 150 c/c Area of steel required longer span = M
σst x j x d
Ast = 942.38For providing dia of bar = 12 mm
spacing required = 119.95 ~ 100 c/cprovide # 12@ 100 c/c Design of Beam supporting tankB1 span = 5.66 mwall thickness taken as = 0.15 mheight of wall taken as = 0.8 mthickness of beam = 0.23 mdepth of beam = 0.5 mLoad on beam / run
for trapezoidal = Wlx 3 -6 ly
load on slab / m2
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
where αy =
mm2
mm2
lx 2
Load on beam / run from roof slab = 9.92817Load on beam / run tank bottom slab = 30.8876wall weight = 3self weight = 2.875
46.69
Bending moment BM ± =10
= 149.58 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 390.08 mmeffective depth = 450 mmclear cover on either side of walls = 30 mmdia of bar = 16 mm
provide overall depth of D = 488 ~ 500 mmArea of steel required shorter span = M
σst x j x d
Ast = 1320.99
Check for ShearShear Force V = Wl
2= 132.13 KN
= Vbd
= 0.29% of steel = 0.29
= 0.284ζv > ζc not safe
provide vertical stirrups
= 100.26 ~ 101 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
B2 span = 4.91 mwall thickness taken as = 0.15 mheight of wall taken as = 1.8 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / runfor traingle = Wlx
3
Load on beam / run from roof slab = 8.84
Wl2
mm2
provide 3nos - # 16st @ bottom and 2nos - # 20st + 1no - # 16st @ top over supports
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Load on beam / run tank bottom slab = 27.50wall weight = 6.75self weight = 2.588
45.67
Bending moment BM ± =12
= 110.11 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 334.68 mmeffective depth = 450 mmclear cover on either side of walls = 30 mmdia of bar = 16 mmprovide overall depth of D = 488 ~ 500 mmArea of steel required shorter span = M
σst x j x d
Ast = 972.39provide 3nos - # 16st @ bottom and 2nos - # 16st @ top over supportsCheck for ShearShear Force V = Wl
2= 112.12 KN
= Vbd
= 0.25% of steel = 0.22
= 0.268ζv < ζc safe
no shear is required
= 82.04 ~ 83 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
Wl2
mm2
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Design of O.H.T for CHEST & TB
= 5.845 x 5.09 m 4.48-0.23=4.25Considering side wall thickness = 150 mm 6.13-0.23=5.90The internal Dimensions of the Tank = 5.545 x 4.79 m 450x100 45000
The capacity of Tank provided is = 40000 Lit 45000/3The Height of Tank Required is = 40000 15000
5.545 x 4.79
= 1.506 m
Say ~ 1.5 m 5.845-0.3 5.454Free Board = 0.3 m 5.09-0.3 4.79Total Height = 1.80 m 340x100=34000
34000/2=17000
Design of TankStorage Capacity is = 5.545 x 4.79 x 1.5
= 39.84 CumConcrete MixSteel
L/B = 1.16 L/H = 3.081 B/H = 2.66L/H and B/H are greater than 2
Hence the walls span in Vertical directionsince the tank is closed one the walls act as proped cantilevers.
Roof SlabSlab thickness assumed is = 115 mmclear cover taken as = 30 mmassumed dia of bar = 8 mmwhere effective depth = 81 mmThe panel size is = 5.66 x 4.91 c/c
l/b = 1.15Concrete Mix = M30
Density of concrete = 25Load On slabself weight = 2.875Floor finish = 1Live Load = 1.5
Total Load on Slab = 5.375 ~ 5.40Considering the slab as discontinuous on all four sidesAs per code IS 456
Short span +ve moment Mx = = 9.354 KN-m
Long span +ve moment My = = 7.275 KN-m
0.072
The Panel size outer to outer where provision made for OHT is
The Tank is to be provided with bottom of tank at 1.2m above terrace level by raising the columns above terrace level.
KN/m3
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
0.056
Percentage of steel is =
% of steel is along shorter span = 1.43
% of steel is along Longer span = 1.11
From sp16 Table 1
= 0.354
= 0.267
Area of steel Required (Ast) =100
Ast along short span = 286.74 ~ 329.75
Ast along Long span = 216.27 ~ 248.71For dia of bar = 8
spacing required along short span = 152.357 ~ 250 c/c
spacing required along Long span = 202 ~ 250 c/c
provide # 8@ 250 c/c in shorter span and # 8@ 250 c/c in long span Tank side walls (Mix M30)
Density of water = 10
Max -ve moment at bottom with tension on water fce is = 10 x 1.8016
= 3.65 KN-m
Max -ve moment at bottom with tension on water fce is = 10 x 1.8024.0
= 2.43 KN-mMax. B.M = 3.65 KN-m
depth required from cracking stress consideration is = 6 x MQ x b
D = 110.23 mmproviding overall thickness = 150 mmclear cover on either side of walls = 30 mmdia of bar = 8 mmeffective depth = 116 mmArea of steel required = M
σst x j x d
Ast = 228.94minimum % of steel is = 0.22% b d
= 255.2For dia of bar = 8 mm
providing area of steel Ast = 255.20
spacing required = 196.87 ~ 150 c/cprovide # 8@ 150 c/c vertically on water face and # 8@ 150 c/c horizontally
Total Load on Slab 16.750 ~ 16.80Considering the slab as discontinuous on all four sidesAs per code IS 456 l/b = 1.15
Short span +ve moment Mx = = 29.10 KN-m
Long span +ve moment My = = 22.63 KN-m
0.072
0.056Max. B.M = 29.10 KN-m
depth required from cracking stress consideration is = 6 MQ x b
D = 311.46 mmproviding overall thickness = 210 mmclear cover on either side of walls = 30 mmdia of bar = 10 mmeffective depth = 175 mmArea of steel required shorter span = M
σst x j x d
Ast = 1211.63For providing dia of bar = 16 mm
spacing required = 165.86 ~ 150 c/cprovide # 16@ 150 c/c Area of steel required longer span = M
σst x j x d
Ast = 942.38For providing dia of bar = 12 mm
spacing required = 119.95 ~ 100 c/cprovide # 12@ 100 c/c Design of Beam supporting tankB1 span = 5.66 mwall thickness taken as = 0.15 mheight of wall taken as = 1.8 mthickness of beam = 0.23 mdepth of beam = 0.5 mLoad on beam / run
for trapezoidal = Wlx 3 -6 ly
load on slab / m2
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
where αy =
mm2
mm2
lx 2
Load on beam / run from roof slab = 9.92817Load on beam / run tank bottom slab = 30.8876wall weight = 6.75self weight = 2.875
50.44
Bending moment BM ± =10
= 161.59 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 405.44 mmeffective depth = 450 mmclear cover on either side of walls = 30 mmdia of bar = 16 mm
provide overall depth of D = 488 ~ 500 mmArea of steel required shorter span = M
σst x j x d
Ast = 1427.08
Check for ShearShear Force V = Wl
2= 142.75 KN
= Vbd
= 0.32% of steel = 0.32
= 0.284ζv > ζc not safe
provide vertical stirrups
= 110.87 ~ 111 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
B2 span = 4.91 mwall thickness taken as = 0.15 mheight of wall taken as = 1.8 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / runfor traingle = Wlx
3
Load on beam / run from roof slab = 8.84
Wl2
mm2
provide 3nos - # 16st @ bottom and 2nos - # 20st + 1no - # 16st @ top over supports
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Load on beam / run tank bottom slab = 27.50wall weight = 6.75self weight = 2.588
45.67
Bending moment BM ± =12
= 110.11 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 334.68 mmeffective depth = 450 mmclear cover on either side of walls = 30 mmdia of bar = 16 mmprovide overall depth of D = 488 ~ 500 mmArea of steel required shorter span = M
σst x j x d
Ast = 972.39provide 3nos - # 16st @ bottom and 2nos - # 16st @ top over supportsCheck for ShearShear Force V = Wl
2= 112.12 KN
= Vbd
= 0.25% of steel = 0.22
= 0.268ζv < ζc safe
no shear is required
= 82.04 ~ 83 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
Wl2
mm2
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Design of O.H.T for CHEST & TB
= 5.9 x 4.25 m 4.48-0.23=4.25Considering side wall thickness = 0 mm 6.13-0.23=5.90The internal Dimensions of the Tank = 5.9 x 4.25 m 450x100 45000
The capacity of Tank provided is = 15000 Lit 45000/3The Height of Tank Required is = 15000 15000
5.9 x 4.25
= 0.598 m
Say ~ 0.8 mFree Board = 0.3 mTotal Height = 1.10 m
Design of TankStorage Capacity is = 5.9 x 4.25 x 0.8
= 20.06 CumConcrete MixSteel
L/B = 1.39 L/H = 5.364 B/H = 3.86L/H and B/H are greater than 2
Hence the walls span in Vertical directionsince the tank is closed one the walls act as proped cantilevers.
Roof SlabSlab thickness assumed is = 115 mmclear cover taken as = 30 mmassumed dia of bar = 8 mmwhere effective depth = 81 mmThe panel size is = 6.02 x 4.37 c/c
l/b = 1.38Concrete Mix = M25
Density of concrete = 25Load On slabself weight = 2.875Floor finish = 1Live Load = 1.5
Total Load on Slab = 5.375 ~ 5.40Considering the slab as discontinuous on all four sidesAs per code IS 456
Short span +ve moment Mx = = 4.424 KN-m
Long span +ve moment My = = 5.865 KN-m
0.043
The Panel size outer to outer where provision made for OHT is
The Tank is to be provided with bottom of tank at 1.2m above terrace level by raising the columns above terrace level.
KN/m3
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
0.057
Percentage of steel is =
% of steel is along shorter span = 0.67
% of steel is along Longer span = 0.89
From sp16 Table 1
= 0.082
= 0.07
Area of steel Required (Ast) =100
Ast along short span = 66.42 ~ 76.38
Ast along Long span = 56.70 ~ 65.21For dia of bar = 8
spacing required along short span = 657.738 ~ 250 c/c
spacing required along Long span = 770.493 ~ 250 c/c
provide # 8@ 250 c/c in shorter span and # 8@ 250 c/c in long span Tank side walls (Mix M25)
Density of water = 10
Max -ve moment at bottom with tension on water fce is = 10 x 1.1016
= 0.83 KN-m
Max -ve moment at bottom with tension on water fce is = 10 x 1.1024.0
= 0.55 KN-mMax. B.M = 0.83 KN-m
depth required from cracking stress consideration is = 6 x MQ x b
D = 52.66 mmproviding overall thickness = 150 mmclear cover on either side of walls = 30 mmdia of bar = 8 mmeffective depth = 116 mmArea of steel required = M
σst x j x d
Ast = 52.25minimum % of steel is = 0.22% b d
= 255.2For dia of bar = 8 mm
providing area of steel Ast = 255.20
spacing required = 196.87 ~ 150 c/cprovide # 8@ 150 c/c vertically on water face and # 8@ 150 c/c horizontally
Total Load on Slab 15.250 ~ 15.30Considering the slab as discontinuous on all four sidesAs per code IS 456 l/b = 1.38
Short span +ve moment Mx = = 12.54 KN-m
Long span +ve moment My = = 16.62 KN-m
0.043
0.057Max. B.M = 16.62 KN-m
depth required from cracking stress consideration is = 6 MQ x b
D = 235.35 mmproviding overall thickness = 250 mmclear cover on either side of walls = 30 mmdia of bar = 10 mmeffective depth = 215 mmArea of steel required shorter span = M
σst x j x d
Ast = 424.79For providing dia of bar = 10 mm
spacing required = 184.80 ~ 150 c/cprovide # 10@ 150 c/c Area of steel required longer span = M
σst x j x d
Ast = 563.10For providing dia of bar = 8 mm
spacing required = 89.22 ~ 150 c/cprovide # 8@ 150 c/c Design of Beam supporting tankB1 span = 3.94 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / run
for trapezoidal = Wlx 3 -6 ly
load on slab / m2
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
where αy =
mm2
mm2
lx 2
Load on beam / run from roof slab = 9.71667Load on beam / run tank bottom slab = 27.5306wall weight = 3.75self weight = 2.5875
43.58
Bending moment BM ± =10
= 67.66 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 262.35 mmeffective depth = 554 mmclear cover on either side of walls = 38 mmdia of bar = 16 mm
provide overall depth of D = 600 ~ 600 mmArea of steel required shorter span = M
σst x j x d
Ast = 485.36
Check for ShearShear Force V = Wl
2= 85.86 KN
= Vbd
= 0.15% of steel = 0.09
= 0.284ζv < ζc safe
no shear is required
= 46.67 ~ 47 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
B2 span = 3.84 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / runfor traingle = Wlx
3
Load on beam / run from roof slab = 6.91
Wl2
mm2
provide 3nos - # 16st @ bottom and 2nos - # 20st + 1no - # 16st @ top over supports
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Load on beam / run tank bottom slab = 19.58wall weight = 3.75self weight = 2.588
32.83
Bending moment BM ± =12
= 48.41 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 221.93 mmeffective depth = 554 mmclear cover on either side of walls = 38 mmdia of bar = 16 mmprovide overall depth of D = 600 ~ 600 mmArea of steel required shorter span = M
σst x j x d
Ast = 347.31provide 3nos - # 16st @ bottom and 3nos - # 16st @ top Check for ShearShear Force V = Wl
2= 63.04 KN
= Vbd
= 0.11% of steel = 0.06
= 0.268ζv < ζc safe
no shear is required
= 26.06 ~ 27 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
Wl2
mm2
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Design of O.H.T for CHEST & TB
= 3.94 x 3.84 mConsidering side wall thickness = 0 mmThe internal Dimensions of the Tank = 3.94 x 3.84 m
The capacity of Tank provided is = 10600 LitThe Height of Tank Required is = 10600
3.94 x 3.84
= 0.701 m
Say ~ 0.8 mFree Board = 0.3 mTotal Height = 1.10 m
Design of TankStorage Capacity is = 3.94 x 3.84 x 0.8
= 12.10 CumConcrete MixSteel
L/B = 1.03 L/H = 3.582 B/H = 3.49L/H and B/H are greater than 2
Hence the walls span in Vertical directionsince the tank is closed one the walls act as proped cantilevers.
Roof SlabSlab thickness assumed is = 115 mmclear cover taken as = 30 mmassumed dia of bar = 8 mmwhere effective depth = 81 mmThe panel size is = 4.06 x 3.96 c/c
l/b = 1.03Concrete Mix = M25
Density of concrete = 25Load On slabself weight = 2.875Floor finish = 1Live Load = 1.5
Total Load on Slab = 5.375 ~ 5.40Considering the slab as discontinuous on all four sidesAs per code IS 456
Short span +ve moment Mx = = 3.632 KN-m
The Panel size outer to outer where provision made for OHT is
The Tank is to be provided with bottom of tank at 1.2m above terrace level by raising the columns above terrace level.
KN/m3
KN/m2 KN/m2
αxwlx2
Long span +ve moment My = = 4.815 KN-m
0.043
0.057
Percentage of steel is =
% of steel is along shorter span = 0.55
% of steel is along Longer span = 0.73
From sp16 Table 1
= 0.082
= 0.07
Area of steel Required (Ast) =100
Ast along short span = 66.42 ~ 76.38
Ast along Long span = 56.70 ~ 65.21For dia of bar = 8
spacing required along short span = 657.738 ~ 250 c/c
spacing required along Long span = 770.493 ~ 250 c/c
provide # 8@ 250 c/c in shorter span and # 8@ 250 c/c in long span Tank side walls (Mix M25)
Density of water = 10
Max -ve moment at bottom with tension on water fce is = 10 x 1.1016
= 0.83 KN-m
Max -ve moment at bottom with tension on water fce is = 10 x 1.1024.0
= 0.55 KN-mMax. B.M = 0.83 KN-m
depth required from cracking stress consideration is = 6 x MQ x b
D = 52.66 mmproviding overall thickness = 150 mmclear cover on either side of walls = 30 mmdia of bar = 8 mmeffective depth = 116 mmArea of steel required = M
σst x j x d
Ast = 52.25minimum % of steel is = 0.22% b d
= 255.2For dia of bar = 8 mm
providing area of steel Ast = 255.20
αywlx2
where αx =
where αy =
Mu
(bxd2)
Percentage of steel for Short span (Pt)
Percentage of steel for Long span (Pt)
(Pt x b x d)
mm2
mm2
KN/m3
,3
,3
mm2
Astmin mm2
mm2
spacing required = 196.87 ~ 150 c/cprovide # 8@ 150 c/c vertically on water face and # 8@ 150 c/c horizontally
Total Load on Slab 15.250 ~ 15.30Considering the slab as discontinuous on all four sidesAs per code IS 456 l/b = 1.03
Short span +ve moment Mx = = 10.29 KN-m
Long span +ve moment My = = 13.64 KN-m
0.043
0.057Max. B.M = 13.64 KN-m
depth required from cracking stress consideration is = 6 MQ x b
D = 213.24 mmproviding overall thickness = 250 mmclear cover on either side of walls = 30 mmdia of bar = 10 mmeffective depth = 215 mmArea of steel required shorter span = M
σst x j x d
Ast = 348.74For providing dia of bar = 10 mm
spacing required = 225.10 ~ 150 c/cprovide # 10@ 150 c/c Area of steel required longer span = M
σst x j x d
Ast = 462.28For providing dia of bar = 8 mm
spacing required = 108.68 ~ 150 c/cprovide # 8@ 150 c/c Design of Beam supporting tankB1 span = 3.94 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / run
for trapezoidal = Wlx 3 -6 ly
load on slab / m2
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
where αy =
mm2
mm2
lx 2
Load on beam / run from roof slab = 7.2924Load on beam / run tank bottom slab = 20.6618wall weight = 3.75self weight = 2.5875
34.29
Bending moment BM ± =10
= 53.23 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 232.71 mmeffective depth = 554 mmclear cover on either side of walls = 38 mmdia of bar = 16 mm
provide overall depth of D = 600 ~ 600 mmArea of steel required shorter span = M
σst x j x d
Ast = 381.87
Check for ShearShear Force V = Wl
2= 67.55 KN
= Vbd
= 0.12% of steel = 0.07
= 0.284ζv < ζc safe
no shear is required
= 28.36 ~ 29 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
B2 span = 3.84 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / runfor traingle = Wlx
3
Wl2
mm2
provide 3nos - # 16st @ bottom and 2nos - # 20st + 1no - # 16st @ top over supports
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Load on beam / run from roof slab = 6.91Load on beam / run tank bottom slab = 19.58wall weight = 3.75self weight = 2.588
32.83
Bending moment BM ± =12
= 48.41 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 221.93 mmeffective depth = 554 mmclear cover on either side of walls = 38 mmdia of bar = 16 mmprovide overall depth of D = 600 ~ 600 mmArea of steel required shorter span = M
σst x j x d
Ast = 347.31provide 3nos - # 16st @ bottom and 3nos - # 16st @ top Check for ShearShear Force V = Wl
2= 63.04 KN
= Vbd
= 0.11% of steel = 0.06
= 0.268ζv < ζc safe
no shear is required
= 26.06 ~ 27 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
Wl2
mm2
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Design of O.H.T for CHEST & TB
= 4.705 x 3.845 mConsidering side wall thickness = 100 mmThe internal Dimensions of the Tank = 4.505 x 3.645 m
The capacity of Tank provided is = 10600 LitThe Height of Tank Required is = 10600
4.505 x 3.645
= 0.646 m
Say ~ 0.85 mFree Board = 0.15 mTotal Height = 1.00 m
Design of TankStorage Capacity is = 4.505 x 3.645 x 0.85
= 13.96 CumConcrete MixSteel
L/B = 1.24 L/H = 4.505 B/H = 3.65L/H and B/H are greater than 2
Hence the walls span in Vertical directionsince the tank is closed one the walls act as proped cantilevers.
Roof SlabSlab thickness assumed is = 115 mmclear cover taken as = 30 mmassumed dia of bar = 8 mmwhere effective depth = 81 mmThe panel size is = 4.62 x 3.76 c/c
l/b = 1.23Concrete Mix = M25
Density of concrete = 25Load On slabself weight = 2.875Floor finish = 1Live Load = 0.75
Total Load on Slab = 4.625 ~ 4.70Considering the slab as discontinuous on all four sidesAs per code IS 456
Short span +ve moment Mx = = 2.857 KN-m
The Panel size outer to outer where provision made for OHT is
The Tank is to be provided with bottom of tank at 1.2m above terrace level by raising the columns above terrace level.
KN/m3
KN/m2 KN/m2
αxwlx2
Long span +ve moment My = = 3.787 KN-m
0.043
0.057
Percentage of steel is =
% of steel is along shorter span = 0.44
% of steel is along Longer span = 0.58
From sp16 Table 1
= 0.082
= 0.07
Area of steel Required (Ast) =100
Ast along short span = 66.42 ~ 76.38
Ast along Long span = 56.70 ~ 65.21For dia of bar = 8
spacing required along short span = 657.738 ~ 250 c/c
spacing required along Long span = 770.493 ~ 250 c/c
provide # 8@ 250 c/c in shorter span and # 8@ 250 c/c in long span Tank side walls (Mix M25)
Density of water = 10
Max -ve moment at bottom with tension on water fce is = 10 x 1.0016
= 0.63 KN-m
Max -ve moment at bottom with tension on water fce is = 10 x 1.0024.0
= 0.42 KN-mMax. B.M = 0.63 KN-m
depth required from cracking stress consideration is = 6 x MQ x b
D = 45.64 mmproviding overall thickness = 150 mmclear cover on either side of walls = 30 mmdia of bar = 8 mmeffective depth = 116 mmArea of steel required = M
σst x j x d
Ast = 39.26minimum % of steel is = 0.22% b d
= 255.2For dia of bar = 8 mm
providing area of steel Ast = 255.20
αywlx2
where αx =
where αy =
Mu
(bxd2)
Percentage of steel for Short span (Pt)
Percentage of steel for Long span (Pt)
(Pt x b x d)
mm2
mm2
KN/m3
,3
,3
mm2
Astmin mm2
mm2
spacing required = 196.87 ~ 150 c/cprovide # 8@ 150 c/c vertically on water face and # 8@ 150 c/c horizontally
Total Load on Slab 15.250 ~ 15.30Considering the slab as discontinuous on all four sidesAs per code IS 456 l/b = 1.23
Short span +ve moment Mx = = 9.30 KN-m
Long span +ve moment My = = 12.33 KN-m
0.043
0.057Max. B.M = 12.33 KN-m
depth required from cracking stress consideration is = 6 MQ x b
D = 202.73 mmproviding overall thickness = 250 mmclear cover on either side of walls = 30 mmdia of bar = 10 mmeffective depth = 215 mmArea of steel required shorter span = M
σst x j x d
Ast = 315.20For providing dia of bar = 10 mm
spacing required = 249.05 ~ 150 c/cprovide # 10@ 150 c/c Area of steel required longer span = M
σst x j x d
Ast = 417.82For providing dia of bar = 8 mm
spacing required = 120.24 ~ 150 c/cprovide # 8@ 150 c/c Design of Beam supporting tankB1 span = 3.94 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / run
for trapezoidal = Wlx 3 -6 ly
load on slab / m2
KN/m2 KN/m2
αxwlx2
αywlx2
where αx =
where αy =
mm2
mm2
lx 2
Load on beam / run from roof slab = 6.88514Load on beam / run tank bottom slab = 22.4133wall weight = 3.75self weight = 2.5875
35.64
Bending moment BM ± =10
= 55.32 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 237.23 mmeffective depth = 404 mmclear cover on either side of walls = 38 mmdia of bar = 16 mm
provide overall depth of D = 450 ~ 450 mmArea of steel required shorter span = M
σst x j x d
Ast = 544.18
Check for ShearShear Force V = Wl
2= 70.20 KN
= Vbd
= 0.17% of steel = 0.13
= 0.284ζv < ζc safe
no shear is required
= 40.81 ~ 41 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
B2 span = 3.84 mwall thickness taken as = 0.15 mheight of wall taken as = 1 mthickness of beam = 0.23 mdepth of beam = 0.45 mLoad on beam / runfor traingle = Wlx
3
Wl2
mm2
provide 3nos - # 16st @ bottom and 2nos - # 20st + 1no - # 16st @ top over supports
Nominal shear stresses ζv
Permissible shear stresses ζc
Vus
Load on beam / run from roof slab = 6.02Load on beam / run tank bottom slab = 19.58wall weight = 3.75self weight = 2.588
31.94
Bending moment BM ± =12
= 47.09 KN-mdepth required from cracking stress consideration is = M
Q x b
d = 218.88 mmeffective depth = 404 mmclear cover on either side of walls = 38 mmdia of bar = 16 mmprovide overall depth of D = 450 ~ 450 mmArea of steel required shorter span = M
σst x j x d
Ast = 463.26provide 3nos - # 16st @ bottom and 3nos - # 16st @ top Check for ShearShear Force V = Wl
2= 61.32 KN
= Vbd
= 0.15% of steel = 0.11
= 0.268ζv < ζc safe
no shear is required
= 33.58 ~ 34 KN
From Sp16provide # 8@ 125 c/c upto quarter span and # 8@ 200 c/c at centre
