ANALYSIS OF OHWT

Span (W) = 2.82 meters

Height (H) = 1.22 meters H
Top Slab Thickness = 0.13 meters
Wall Thickness = 0.23 meters
Bottom Slab Thick. = 0.18 meters
Earth Fill = 0.00 meters
Dead Load (if any) = 2.00 Kn/m2
Live Load = 2.00 Kn/m2 W
Concrete Density = 24.00 Kn/m3
Earth Density = 0.00 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 = 2 Kn/m2 0.1370437
Total UDL on top slab = 7 Kn/m2 10.842
Total Wu i/c Live Ld. = 14.528 Kn/m2

Calculation of Moment for top slab

M(-ve) = W * L2 = 11.55 KN m
10

M(+ve) = W * L2 = 1.03 KN m
12

Loads on Bottom Slab

Self Wt. = 4.20 Kn/meter
Net upward pressure = 2.80 Kn/meter
Wu = 7.98 Kn/meter

Calculation of Moment for Bottom Slab

M(-ve) (Bot) = W * L2 = 6.35 KN m
10

M(+ve)(Top) = W * L2 = 5.29 KN m
12
Loads on Exterior Walls
Lateral pressure of Wind (P) = 1.500 KN / sq. m
Wu = 1.3*1.3*1/2 * P* H

Calculation of FEM for Walls

M (bottom edge) = W * L2 = 0.11 KN m
10

M (top edge) = W * L2 = 0.09 KN m

12

Calculation of Max. +ve Moment on Exterior Wall

Reaction at top edge = 0.31 KN 1.5 KN / sq. m

0.31
Let x be the distance of Zero shear, therefore:
x = 0.70 meters x= 0.70

Bending Moment at 0.70 m = 0.14 KN m 1.22 m

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

M(-VE) 6.48 2.58 6.48

M(+VE) 7.51 2.71 4.08

Case-II: Tank full of Water

Total UDL on top slab = 14.528 Kn/meter

Calculation of Moment for top slab

M(-ve) = W * L2 = 11.55 KN m
10

M(+ve) = W * L2 = 1.03 KN m
12

Loads on Bottom Slab

Calculation of Moment for Bottom Slab

M(-ve) = W * L2 = 6.35 KN m
10

M(+ve) = W * L2 = 5.29 KN m
12
Loads on Exterior Walls
Lateral pressure of Wind (P) = 1.500 KN / sq. m
Wu = 1.3*1.3*1/2 * P* H

Pressure due to Water = 11.9682 KN / sq. m

Net pressure due to Water = 10.468 KN / sq. m

Calculation of FEM for Walls

M (bottom edge) = W * L2 = 1.01 KN m
10

M (top edge) = W * L2 = 0.84 KN m

12

Calculation of Max. +ve Moment on Exterior Wall

Reaction at top edge = 2.13 KN 10.4682 KN / sq. m

2.13
Let x be the distance of Zero shear, therefore:
x = 0.70 meters x= 0.70

Bending Moment at 0.70 m = 1.00 KN m 1.22 m

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

M(-VE) 6.87 3.01 6.87

M(+VE) 7.90 2.28 5.64

DESIGN MOMENTS

Moments TOP BOTTOM EXTERIOR INTERIOR

(KN - m) SLAB SLAB WALLS WALLS

CASE-II CASE-II CASE-II

Governs Governs Governs
M(-VE) 6.87 3.01 6.87
CASE-II CASE-I CASE-II
Governs Governs Governs
M(+VE) 7.90 2.71 5.64

For Design Click Arrow

Design of OHWT

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) = 6.87 KN - m / m
Mu (-ve) = 6.87 KN - m / m
= 1.54 K-ft / ft
b = 305 mm = 12.0 inch
d = 106 mm = 4.24 inch

Row = 0.00243133 OK Rowmin 0.002

Arst = 0.12378747 inch 2
Astmin = 0.01 sq.in
Use # 3 @ 9.00 " c/c

M (+ve) = 7.90 KN - m / m
Mu (+ve) = 7.902 KN - m / m
= 1.7765 K - ft / ft
b = 305 mm = 12.0 inch
d = 106 mm = 4.24 inch
Row = 0.00280476 OK
Arst = 0.14279961 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 = 175 mm = 7 inch
M (-ve) = 3.01 KN - m / m
Mu (-ve) = 3.01 KN - m / m
= 0.68 K-ft / ft
b = 305 mm = 12.0 inch
d = 125 mm = 4.92 inch

Row = 0.00078001 LESS THAN ROWMIN Rowmin 0.002

Arst = 0.04609376 inch 2
Astmin = 0.216 sq.in
Use # 4 @ 6.00 " c/c

Cover = 50 mm = 2 inch
M (+ve) = 2.71 KN - m / m
Mu (+ve) = 2.713 KN - m / m
= 0.6099 K - ft / ft
b = 305 mm = 12.0 inch
d = 125 mm = 4.92 inch
Row = 0.00070299 LESS THAN ROWMIN Rowmin 0.002
 Arst = 0.04154265 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) = 6.87 KN - m / m
Mu (-ve) = 6.87 KN - m / m
= 1.54 K-ft / ft
b = 305 mm = 12 inch
d = 175 mm = 6.89 inch

Row = 0.00090974 LESS THAN ROWMIN Rowmin 0.003

Arst = 0.07526385 inch2 Astmin = 0.324 sq.in
Inside Face Use # 4 @ 6.00 " c/c

Cover = 50 mm = 2 inch
M (+ve) = 5.64 KN - m / m
Mu (+ve) = 5.640 KN - m / m
= 1.268 K - ft / ft
b = 305 mm = 12.0 inch
d = 175 mm = 6.89 inch
Row = 0.00074589 LESS THAN ROWMIN Rowmin 0.003
Arst = 0.06170845 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
 4.08
-2.58 6.48

-2.21 2.21

2.864956025 -1.55899392

-3.12 5.73

-0.11 0.09

-2.21
-3.12

2.58
1.56
6.35
-11.55
-2.86
-6.48

5.73
2.21

-2.58
-1.56
-6.35
11.55
-5.73
-2.21

2.21
3.12
2.86
6.48

0.11 -0.09

3.12 -5.73

-2.864956025 1.55899392

2.21 -2.21

2.58 -6.48
 5.64
-3.01 6.87

-2.01 2.01

2.67722134225 -1.3337123007

-2.67 5.35

-1.01 0.84

-2.01
-2.67

3.01
1.33
6.35
-11.55
-2.68
-6.87

5.35
2.01

-3.01
-1.33
-6.35
11.55
-5.35
-2.01

2.01
2.67
2.68
6.87

1.01 -0.84

2.67 -5.35

-2.67722134225 1.3337123007

2.01 -2.01

3.01 -6.87