ANALYSIS OF UGWT

Span (W) = 2.44 meters

Height (H) = 1.52 meters H
Top Slab Thickness = 0.13 meters
Wall Thickness = 0.23 meters
Bottom Slab Thick. = 0.23 meters
Earth Fill = 0.00 meters
Dead Load (if any) = 3.50 Kn/m2
Live Load = 3.00 Kn/m2 W
Concrete Density = 24.00 Kn/m3
Earth Density = 20.00 Kn/m3
Water Density = 9.81 Kn/m3

Case-I: When there is no Water

Loads on Top Slab

Self Wt. = 3 Kn/m2 0.2055655
Earth Fill Load = 0 Kn/m2

Dead Load = 2 Kn/m2

Live Load = 3 Kn/m2 0.2055655
Total UDL on top slab = 8 Kn/m2 13.013
Total Wu i/c Live Ld. = 18.541 Kn/m2

Calculation of Moment for top slab

M(-ve) = W * L2 = 11.04 KN m
10

M(+ve) = W * L2 = 0.99 KN m
12

Loads on Bottom Slab

Self Wt. = 5.40 Kn/meter
Net upward pressure = 2.60 Kn/meter
Wu = 9.89 Kn/meter

Calculation of Moment for Bottom Slab

M(-ve) (Bot) = W * L2 = 5.89 KN m
10

M(+ve)(Top) = W * L2 = 4.91 KN m
12
Loads on Exterior Walls
Lateral pressure of Earth (P) = 17.125 KN / sq. m
Wu = 1.3*1.3*1/2 * P* H

Calculation of FEM for Walls

M (bottom edge) = W * L2 = 1.98 KN m
10

M (top edge) = W * L2 = 1.65 KN m

12

Calculation of Max. +ve Moment on Exterior Wall

Reaction at top edge = 4.34 KN 17.12533333 KN / sq. m

4.34
Let x be the distance of Zero shear, therefore:
x = 0.88 meters x= 0.88

Bending Moment at 0.88 m = 2.54 KN m 1.52 m

RESULTS OF CASE I
Moments TOP BOTTOM EXTERIOR INTERIOR
(KN - m) SLAB SLAB WALLS WALLS

M(-VE) 7.03 3.25 7.03

M(+VE) 8.01 1.66 2.31

Case-II: Tank full of Water

Total UDL on top slab = 18.541 Kn/meter

Calculation of Moment for top slab

M(-ve) = W * L2 = 11.04 KN m
10

M(+ve) = W * L2 = 0.99 KN m
12

Loads on Bottom Slab

Calculation of Moment for Bottom Slab

M(-ve) = W * L2 = 5.89 KN m
10

M(+ve) = W * L2 = 4.91 KN m
12
Loads on Exterior Walls
Lateral pressure of Earth (P) = 17.125 KN / sq. m
Wu = 1.3*1.3*1/2 * P* H

Pressure due to Water = 14.9112 KN / sq. m

Net pressure due to Earth = 2.214 KN / sq. m

Calculation of FEM for Walls

M (bottom edge) = W * L2 = 0.33 KN m
10

M (top edge) = W * L2 = 0.28 KN m

12

Calculation of Max. +ve Moment on Exterior Wall

Reaction at top edge = 0.56 KN 2.214133333 KN / sq. m

0.56
Let x be the distance of Zero shear, therefore:
x = 0.88 meters x= 0.88

Bending Moment at 0.88 m = 0.33 KN m 1.52 m

RESULTS of CASE II
Moments TOP BOTTOM EXTERIOR INTERIOR
(KN - m) SLAB SLAB WALLS WALLS

M(-VE) 6.31 2.46 6.31

M(+VE) 7.29 2.45 4.42

DESIGN MOMENTS

Moments TOP BOTTOM EXTERIOR INTERIOR

(KN - m) SLAB SLAB WALLS WALLS

CASE-I CASE-I CASE-I

Governs Governs Governs
M(-VE) 7.03 3.25 7.03
CASE-I CASE-II CASE-II
Governs Governs Governs
M(+VE) 8.01 2.45 4.42

For Design Click Arrow

Design of UGWT

Top Slab Top Cover = 19 mm = 0.75 inch

Bot Cover = 19 mm = 0.75 inch
fc' = 3 Ksi
fy = 40 Ksi
Thickness = 125 mm = 5.00 inch
M (-ve) = 7.03 KN - m / m
Mu (-ve) = 7.03 KN - m / m
= 1.58 K-ft / ft
b = 305 mm = 12.0 inch
d = 106 mm = 4.24 inch

Row = 0.0024885 OK Rowmin 0.002

Arst = 0.12669793 inch 2
Astmin = 0.01 sq.in
Use # 3 @ 9.00 " c/c

M (+ve) = 8.01 KN - m / m
Mu (+ve) = 8.014 KN - m / m
= 1.8017 K - ft / ft
b = 305 mm = 12.0 inch
d = 106 mm = 4.24 inch
Row = 0.00284559 OK
Arst = 0.14487856 inch2 Astmin = 0.01 sq.in
Use # 3 @ 9.00 " c/c

Bottom Slab
Cover = 50 mm = 2 inch
fc' = 3 Ksi
fy = 40 Ksi
Thickness = 225 mm = 9 inch
M (-ve) = 3.25 KN - m / m
Mu (-ve) = 3.25 KN - m / m
= 0.73 K-ft / ft
b = 305 mm = 12.0 inch
d = 175 mm = 6.89 inch

Row = 0.00042864 LESS THAN ROWMIN Rowmin 0.002

Arst = 0.03546178 inch 2
Astmin = 0.216 sq.in
Use # 4 @ 6.00 " c/c

Cover = 50 mm = 2 inch
M (+ve) = 2.45 KN - m / m
Mu (+ve) = 2.448 KN - m / m
= 0.5503 K - ft / ft
b = 305 mm = 12.0 inch
d = 175 mm = 6.89 inch
Row = 0.00032261 LESS THAN ROWMIN Rowmin 0.002
 Arst = 0.02668983 inch2 Astmin = 0.216 sq.in
Use # 4 @ 6.00 " c/c

Exterior Walls
Cover = 50 mm = 2 inch
fc' = 3 Ksi
fy = 40 Ksi
Thickness = 225 mm = 8.86 inch
M (-ve) = 7.03 KN - m / m
Mu (-ve) = 7.03 KN - m / m
= 1.58 K-ft / ft
b = 305 mm = 12 inch
d = 175 mm = 6.89 inch

Row = 0.00093086 LESS THAN ROWMIN Rowmin 0.003

Arst = 0.07701107 inch2 Astmin = 0.324 sq.in
Inside Face Use # 4 @ 6.00 " c/c

Cover = 50 mm = 2 inch
M (+ve) = 4.42 KN - m / m
Mu (+ve) = 4.415 KN - m / m
= 0.993 K - ft / ft
b = 305 mm = 12.0 inch
d = 175 mm = 6.89 inch
Row = 0.00058314 LESS THAN ROWMIN Rowmin 0.003
Arst = 0.04824364 inch 2
Astpro = 0.324 sq.in
Out Side Face Use # 4 @ 6.00 " c/c

SUMMARY OF REINFORCEMENT

TOP SLAB Top = Use # 3 @ 9.00 " c/c OK

Bottom = Use # 3 @ 9.00 " c/c OK

BOTTOM SLAB Bottom = Use # 4 @ 6.00 " c/c OK

Top = Use # 4 @ 6.00 " c/c OK

EXTERIOR WALLS Inside = Use # 4 @ 6.00 " c/c OK

Outside = Use # 4 @ 6.00 " c/c OK
 2.31
-3.25 7.03

-1.66 1.66

2.34752996111111 -0.977894493333333

-1.96 4.70

-1.98 1.65

-1.66
-1.96

3.25
0.98
5.89
-11.04
-2.35
-7.03

4.70
1.66

-3.25
-0.98
-5.89
11.04
-4.70
-1.66

1.66
1.96
2.35
7.03

1.98 -1.65

1.96 -4.70

-2.34752996111111 0.977894493333333

1.66 -1.66

3.25 -7.03
 4.42
-2.46 6.31

-2.04 2.04

2.69040679844444 -1.38934669813333

-2.78 5.38

-0.33 0.28

-2.04
-2.78

2.46
1.39
5.89
-11.04
-2.69
-6.31

5.38
2.04

-2.46
-1.39
-5.89
11.04
-5.38
-2.04

2.04
2.78
2.69
6.31

0.33 -0.28

2.78 -5.38

-2.69040679844444 1.38934669813333

2.04 -2.04

2.46 -6.31