underground water tank design
Post on 24-Oct-2014
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WATER VOLUME
CAPACITY OF TANK = 160
CAPACITY OF TANK = 80
INTERNAL DIMENSIONS = 2.2 X 7
TOP SLAB:
LIVE LOAD = 100 p.sf
LIVE LOAD = 4.8
TOTAL LOAD = 54.86 KN
WEIGHT OF PUMPS = 500 kg4.9 KN
ASSUMPTION
TOP SLAB SIZE = 7 X 5.19 X
9.08 WEIGHT OF TOP SLAB = 21825.25 KG
214.105678 KN WEIGHT OF TOP SLAB = 53.52641949 KN
TOTAL FACTORED LOAD = 26790.30 TOTAL FACTORED LOAD = 262.81 KN
WALL DESIGN:
SOIL PRESSURE ON WALL
2Ks = 1 - sinΦ
1 + sinΦ
Ks = 0.3333
14.12 KN
PRESSURE OF WATER
FREE BOARD = 0.1 m
m3
m3
KN/m2
m3
Hs = 1k aw eh 2
Hs =
Hw = Hw = 10.30 KN
PRESSURE OF SURCHARGE:
LENGTH OF SURCHARGE = 2200 + 300
LENGTH OF SURCHARGE = 2500 mmLENGTH OF SURCHARGE = 2.5 m
17.512
= 1.46 m Ps = 5.83 KN
Fs = 14.58 KN
SURCHARGE LOAD = 12
Hs = = 4.0
TOTAL SURCHARGE LOAD = 10 KNSURCHARGE LOAD =
LATERAL FORCE = 14.12 KN LATERAL FORCE =
OVERTURNING MOMENT = 0.733 X 14.12 += 28.57 KN.M
SOIL DENSITY = 12.00INTERNAL DEPTH = 2.20 m Ks = 1 - sinΦWALL THICKNESS = 0.25 m 1 + sinΦ
BASE SLAB LENGTH = 7 m Ks = 0.3333BASE SLAB WIDTH = 5.19 m
BASE SLAB THICKNESS = 0.25 m hs (due to surcharge)TOP SLAB THICKNESS = 0.25 m
TOP SLAB LENGTH = 7 m PRESSURE DUE TO SURCHARGETOP SLAB WIDTH = 5.19 m
EXTENDED PORTION LENGTH = 0.25 m
SELF WEIGHT OF WALL
MOMENT CAPACITYRESISTING MOMENT
DUE TO :1 WALL = 2.20 X 0.25 X
(plus TOP SLAB) = 7 X 5.19 X
1/2YW(H-F)
hs (due to surcharge) =
hs (due to surcharge) =
KN/m2
Ka X Ws KN/m2
KN/m2
2 BASE SLAB = 2.845 X 0.25 X3 EXTENDED PORTION = 0.25 X 0.25 X
OVERTURNING MOMENTCONSIDERING THE EMPTY CONDITION:
SOIL PRESSSURE = = 16.94
2
PRESSURE DUE TO SURCHARGE = 5.83 = 15.40
FACTOR OF SAFETY AGAINST OVERTURNING =BALANCING MOMENT
OVERTURNING MOMENT
F.S (OVERTURNING) = 2.30 > 2
MOMENT FOR WALL DESIGN = 29.36 KN.M
21.64 K-FT
Ru = Mu
= 384.75 psi
ρ = 0.018 = 0.008
= 0.684
USING # 6 BARS SPACED AT 150mm
TOP SLAB
Slab Span (lx) 7 m ly/lx
Slab Width (ly) 5.190 m Area of Slab
Slab Thickness (h) 200 mmLive Load 4.80
Live Load 174.4 KN Self Wt of Slab
Hs = 1k aw eh 2
KN/m2
bd2
As in2
Weight of Pumps 49.1 kN Wt of Nozzles
Weight of liquid 0.0 kN
Weight of Walls 0.0 kN
Total Factored Load 337.9 kN W
Cf W Lx
Mx1 (-ve) Err:502 0.0 0.0
Mx2 (+ve) Err:502 0.0 0.0
My1 (-ve) Err:502 0.0 0.0
My2 (+ve) Err:502 0.0 0.0
Qx1 Err:502 0.0 0.0
Qy1 Err:502 0.0 0.0
Mu max
Clear Cover (cc) 50 mm Max bar pitch
d 144 mm b
Bottom-bar size (db) D 12 mm Sectional area
Rn = Mu / (φ b d²)
Calculated As
Min As Err:502 mm² Max As
Min As (by shrinkage and temperature reinforcement)
number of re-bar Err:502 Bottom-bar pitch (S)
Total area of Bottom-bar (As)
Shear Check
Vu max
BOTTOM SLAB
WEIGHT OF WALL, W1 = 2.2 X 5.19 X= 67.29 KN
WEIGHT OF WALL, W2 = 2.2 X 7 X= 90.7577055 KN
TOTAL WALL LOAD = 316.096123 KN
TOP SLAB LOAD = 2138.6511 KN
Required r = 0.85 fc' / fy (1 - √(1 - 2 Rn / 0.85 fc'))
Provided r
f Vc = 0.75 (fc')^.5 b d / 6
LIVE LOAD = 174.384 KN
TOTAL FACTORED LOAD ON BASE SLAB = 3224.71 KN
BOTTOM SLAB THICKNES = 250 mm
SELF WEIGHT OF SLAB = 5.89
TOTAL LOAD = 95.83
Cf W Lx
Mx1 (-ve) 0.08 95.83 196.00Mx2 (+ve) 0.04 95.83 196.00My1 (-ve) 0.06 95.83 196.00My2 (+ve) 0.01 95.83 196.00Qx1 0.52 95.83 196.00Qy1 0.46 95.83 196.00
Mu (max) = 1540.2 KN-m
13623760.2 lb-inch
d = mmRn = Mu / (φ b d²)
0.0566667 x 0.99846530.0565797 0.00785
As = ρ x b x d
As = 0.7065# 8 SPACED AT 200mm
TOP SLAB
LENGTH = 3.5 X 5.19THICKNESS = 0.2 m EFFECTIVE DEPTH = 173.45 mm 6.83 in
LIVE LOAD = 4.8
PUMP WEIGHT = 4.905 KN
KN/M2
KN/M2
in2
f Vc = 0.75 (fc')^.5 b d / 6
KN/m2
= 0.27
SELF WEIGHT = 4.71
TOTAL FACTORED LOAD = 13.66
W Lx
Mx1 (-ve) 0 13.66 12.25 0
Mx2 (+ve) 0.062 13.66 12.25 10.38
My1 (-ve) 0 13.66 12.25 0
My2 (+ve) 0.031 13.66 12.25 5.19
Qx1 0.52 13.66 3.5 24.86
Qy1 0.547 13.66 3.5 26.16
10.38 KN.M
7.65 k-ft
Rn = Mu / (φ b d²)
182.27947 psi
ρ = 0.0045
= 0.368(USE #4 bars spaced at 125mm)
= 5876.26 lb= 8538.15 lb
BASE SLAB
LENGTH = 14.3 mmWIDTH = 5.19 mm
TOTAL LOAD ON BASE SLAB QUANTITY TOTAL LOADWALL LOAD = 71.31 KN 3 213.92888WALL LOAD = 90.76 4 363.03082
576.96
7.77
TOP SLAB LOAD = 13.66
LIVE LOAD = 4.8
KN/m2
KN/m2
KN/m2
Mu =
Mu =
in2
Vu
ΦVc
KN/m2
KN/m2
TOTAL FACTORED LOAD = 33.40
Cf W Lx
Mx1 (-ve) 0.082 33.4 204.5
Mx2 (+ve) 0.039 33.4 204.5
My1 (-ve) 0.057 33.4 204.5
My2 (+ve) 0.010 33.4 204.5
Qx1 0.519 33.4 204.5
Qy1 0.460 33.4 204.5
UPLIFT
EXPOSE AREA = 15.5 X 6.39
EXPOSE AREA = 99.045
WATER PRESSURE = HEIGHT X DENSITY= 2.3 X 9.81
= 22.56
DOWNWARD PRESSURE = 316.10 + 2138.65 += 3155.25
PRESSURE = 139.84
MOMENT CALULCATION
LENGTH = 7 mmWIDTH = 5.19 mmSLAB THICKNESS = 450 mmEFFECTIVE DEPTH, d = 423 mm
16.65 inTOTAL LOAD ON BASE SLAB QUANTITY TOTAL LOADWALL LOAD = 71.31 KN 1.5 106.96WALL LOAD = 90.76 2 181.52
TOTAL WALL LOAD 288.48
7.94
LIQUID LOAD = 2.2 X 5.19 X79.93
= 71.93= 705.67 KN
KN/m2
m2
KN/m2
KN/m2
m3
TOTAL LOAD = 19.42 KN
TOP SLAB LOAD = 5.19
LIVE LOAD = 4.80
TOTAL FACTORED LOAD = 54.51
Cf W Lx
Mx1 (-ve) 0.0820 54.51 49.00Mx2 (+ve) 0.0390 54.51 49.00My1 (-ve) 0.0570 54.51 49.00My2 (+ve) 0.0100 54.51 49.00Qx1 0.5190 54.51 49.00Qy1 0.4600 54.51 49.00
= 219.03= 161454.67
= Mu
= 789.75
ρ = 1.61
As = 3.21 in
TOP SLABLx(m) Ly(m)
SPAN 5.19 7
=
=
KN/m2
KN/m2
KN/m2
Mu
Rn
b X d2
Hmin l n(0.8 + fy/200,000)36 + 9β
Hmin
X 5.19
0.25
TOTAL RESISITING MOMENT =
14.58 X 1.25
hs (due to surcharge) = 17.5 = 1.46 m12
PRESSURE DUE TO SURCHARGE = 5.83
1 = 79.79 KN = 0.13 = 9.970.25
KN/m2
1 = 20.12 KN = 2.85 = 57.241 = 1.77 KN = 0.25 = 0.44
TOTAL BALANCING MOMENT = 67.66 KN.M
KN = 0.73 m = 12.42 KN.M
KN = 1.10 m = 16.94 KN.M
TOTAL OVERTURNING MOMENT =∑ Mo = 29.36 KN.M
1.35
36.3 m²
0.00 kN/m²
∑ Mb =
0.0 kN
9.3 kN/m²
Err:502 KN-m
Err:502 KN-m
Err:502 KN-m
Err:502 KN-m
Err:502 kN
Err:502 kN
Err:502 KN-m
150 mm
1.000 m
113 mm²
Err:502 N/mm²
Err:502
Err:502 mm²
0 mm²
0 mm²
0 mm
Err:502 mm²
Err:502
Err:502
Err:502 KN17.1 KN
Err:502
0.25
0.25
1540.24 KN-m
732.55 KN-m
1070.65 KN-m
187.83 KN-m
9748.59 kN
8640.37 kN
7185.243 psi
15084.1 lb67.13914344
y x158 0.4208 0.5 182.2795
x-x1 = y-y1x2-x1 y2-y1
x-0.4 0.490.1
0.05
0.45
TOTAL LOADKNKN
KN
KN/m2
560.1 KN-m
266.4 KN-m
389.3 KN-m
68.3 KN-m
3545.0 kN
3142.0 kN
700.50
y x307 0.6355 0.7
x-x1 = y-y1TOTAL LOAD x2-x1 y2-y1
KN x-0.6 10.05725KN 0.1KN 1.005725
1.605725
7
KN/m2
219.03 KN-m
104.17 KN-m
152.25 KN-m
26.71 KN-m
1386.29 kN
1228.70 kN
KN.Mlb-ft
WEIGHT OF WALL 2.2 X 0.4 X 1 WEIGHT OF WALL 20.74 KN
WEIGHT OF TOP SLAB ON W53.53 KN
WEIGHT OF BASE S 2.60 X 0.30WEIGHT OF BASE S18.35 KNMOMENT = 1.45MOMENT = 26.56 KN.M
TOTAL FACTORED 89.13 KN
TOTAL RESISITING MOMENT =17.83 KN.M
y x355 0.7400 0.8 384
x-x1 = y-y1
x2-x1 y2-y1x-0.7 0.6444440.1
0.064444
0.764444
y x447 0.9492 1 485.44
x-x1 = y-y1
x2-x1 y2-y1x-0.7 0.8542220.1
0.0854220.785422
789.75
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