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