2. 1. design of wall for water tank both side water

Project :- LIG Building, T.P 37, F.P 171, At Thaltej, Ahmedabad

Client :- RJP Infrastructure Design By :-

Ref :- Design Calculation of 3 L Liter Capacity UG TANK Check By :-

1. Input Data

Capacity Required = 3.0 LL

Configuration of Tank = Rectangular

Earth Quake Zone = III

Footing Type = Raft

S.B.C at 3.0 m Depth below G.L = 20 T/m2

Water Table at 0 m depth below G.L = No

N value at foundation level = -

Soil type w.r.t N value = Medium

2. Container Description

Length of Wall (C/C) 2a = 7 mTotal Ht. of Wall H = 3 m

Water Depth hw_L = 3 m

Water Depth hW_R = 3 m

Free Board (Below Beam Bottom) = 0.15 m

Dead Storage = 0.1 m

Plaster thickness / IPS thickness = 0.02 m

20/01/2016

20/01/2016

R. S. Patel

V. D. Shah

Design Calculation of Wall 2 (Both Side Water)

Date

3. Material Specification

Concrete Grade for Wall Fck = 25 N/mm2

Steel grade for all Structural Element Fe = 500 N/mm2

Modulus of Elasticity of Steel ES = 2E+05 N/mm2

Modulus of Elasticity of Concrete EC = 25E+3 N/mm2

Minimum % of Steel = 0.240 % C.l-8.1.1,IS 3370 (P-2):2009

cc = 6 N/mm2

cbc = 8.5 N/mm2

Modular ratio m = (280/3cbc) = 10.98

t_Direct tension_Cracking = 1.3 N/mm2

tb_Bending_Cracking = 1.8 N/mm2

st = 130 N/mm2 Table4,IS 3370 (P-2):2009

k = 1 / ( 1 + ( st / ( m + cbc ))) = ( 10.98 x 8.5 / (( 10.98 x 8.5 ) + 130 ) = 0.4179

j = 1 - ( k / 3) = 1 - ( 0.4179 / 3 ) = 0.8607

Q _UC= 0.5 x tb x j x k = 0.5 x 1.8 x 0.8607 x 0.4179 = 0.3237

k = 1 / ( 1 + ( st / ( m + cbc ))) = ( 10.98 x 8.5 / (( 10.98 x 8.5 ) + 130 ) = 0.4179

j = 1 - ( k / 3) = 1 - ( 0.4179 / 3 ) = 0.8607

Q_C = 0.5 x cbc x j x k = 0.5 x 8.5 x 0.8607 x 0.4179 = 1.5287

Concrete Unit weight, Concrete = 2.5 T/m3

Soil Unit weight, soil = 1.8 T/m3

Water Unit weight, Water = 0.981 T/m3

Plaster Unit weight, Plaster = 2 T/m3

Table 1, IS 3370

(Part 2) : 2009

IS 456 Cracked

Section

IS 3370

Uncracked Section

Table 2, IS 3370

(Part 2) : 2009

4. Calculation of Design Moment & Steel - For No Water Pressure Acts for Left side & Full Water Pressure from Right side

Moment Coefficient for Wall Panel With Wall Fixed at Three sides & Hinged at Top

Y

b

X

Half Width of Wall a = 3.5 m

Height of Water b = 3 m

Water Pressure at Base = w b = 0.981 x 3 = 2.94 T/m2

a / b = 3.5 / 3 = 1.1667

a / b = = 1

a / b = = 1.5

a a

w b

Moody's Table 13, for

Uniformly Varying Load

Interpolate Coefficient of Vertical &

Horizontal Moment Between

Coefficient of Vertical & Horizontal MomentX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b Mx Mx Mx Mx Mx Mx My My My My My My

1 1 0 0 0 0 0 0 0 0 0 0 0 0

1 0.8 0.0177 0.0016 -0.0043 -0.006 -0.0062 -0.0061 0.0035 -0.0028 -0.0086 -0.0127 -0.015 -0.0158

1 0.6 0.0289 0.0019 -0.0074 -0.0097 -0.0098 -0.0096 0.0058 -0.0054 -0.149 -0.0213 -0.0248 -0.0259

1 0.4 0.028 0.0006 -0.0076 -0.0089 -0.0086 -0.0084 0.0056 -0.0064 -0.0152 -0.0203 -0.0228 -0.0235

1 0.2 0.0137 -0.0003 -0.0027 -0.0022 -0.0015 -0.0012 0.0027 -0.0016 -0.0019 -0.0008 0.0003 0.0007

1 0 0 0.0042 0.0081 0.0104 0.0115 0.0119 0 0.0211 0.0403 0.0519 0.0576 0.0593

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.5 1 0 0 0 0 0 0 0 0 0 0 0 0

1.5 0.8 0.0145 -0.0025 -0.0055 -0.0052 -0.0046 -0.0044 0.0029 -0.0067 -0.0134 -0.0169 -0.0183 -0.0187

1.5 0.6 0.0232 -0.0046 -0.0089 -0.0081 -0.0072 -0.0069 0.0046 -0.0118 -0.0223 -0.0273 -0.0292 -0.0297

1.5 0.4 0.0219 -0.0052 -0.0082 -0.0071 -0.0061 -0.0058 0.0044 -0.0123 -0.0207 -0.024 -0.0251 -0.0253

1.5 0.2 0.0101 -0.0022 -0.0018 -0.0005 0.0002 0.0004 0.002 -0.0019 -0.0002 0.0017 0.0026 0.0029

1.5 0 0 0.0068 0.0106 0.0121 0.0126 0.0127 0 0.0339 0.053 0.0606 0.0631 0.0637

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.1667 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

1.1667 0.8 0.01663 0.00023 -0.00470 -0.00573 -0.00567 -0.00553 0.00330 -0.00410 -0.01020 -0.01410 -0.01610 -0.01677

1.1667 0.6 0.02700 -0.00027 -0.00790 -0.00917 -0.00893 -0.00870 0.00540 -0.00753 -0.10677 -0.02330 -0.02627 -0.02717

1.1667 0.4 0.02597 -0.00133 -0.00780 -0.00830 -0.00777 -0.00753 0.00520 -0.00837 -0.01703 -0.02153 -0.02357 -0.02410

1.1667 0.2 0.01250 -0.00093 -0.00240 -0.00163 -0.00093 -0.00067 0.00247 -0.00170 -0.00133 0.00003 0.00107 0.00143

1.1667 0 0.00000 0.00507 0.00893 0.01097 0.01187 0.01217 0.00000 0.02537 0.04453 0.05480 0.05943 0.06077

a / b

a / b

a / b

4.1 Calculation of Moment

Vertical Moment = My * w b * b2

Horizontal Moment = Mx * w b * b2

Vertical & Horizontal MomentX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm

1.1667 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 0.44 0.01 -0.12 -0.15 -0.15 -0.15 0.09 -0.11 -0.27 -0.37 -0.43 -0.44

1.1667 0.6 0.72 -0.01 -0.21 -0.24 -0.24 -0.23 0.14 -0.20 -2.83 -0.62 -0.70 -0.72

1.1667 0.4 0.69 -0.04 -0.21 -0.22 -0.21 -0.20 0.14 -0.22 -0.45 -0.57 -0.62 -0.64

1.1667 0.2 0.33 -0.02 -0.06 -0.04 -0.02 -0.02 0.07 -0.05 -0.04 0.00 0.03 0.04

1.1667 0 0.00 0.13 0.24 0.29 0.31 0.32 0.00 0.67 1.18 1.45 1.57 1.61

Depth Required for_Uncracked Section = (M*104 /Q_UC)Depth Required for_Cracked Section = (M*104 /Q_C)

Depth of Wall Req'd X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b mm mm mm mm mm mm mm mm mm mm mm mm

1.1667 1 0 0 0 0 0 0 0 0 0 0 0 0

1.1667 0.8 117 14 -29 -32 -31 -31 52 -27 -42 -49 -53 -54

1.1667 0.6 149 -7 -37 -40 -39 -39 66 -36 -136 -64 -67 -69

1.1667 0.4 146 -15 -37 -38 -37 -36 65 -38 -54 -61 -64 -65

1.1667 0.2 101 -13 -20 -17 -13 -11 45 -17 -15 5 30 34

1.1667 0 0 64 85 95 99 100 0 144 191 212 221 223

Horizontal Moment Vertical Moment

Depth Req'd for Horizontal Moment Depth Req'd for Vertical Moment

a / b

a / b

Depth of Wall Provided DX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b m m m m m m m m m m m m

1.1667 1 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.8 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.6 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.4 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.2 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

Clear Cover = 20 mm

Effective Depth d for Bar Dia. = 10 mmX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.1667 1 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.8 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.6 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.4 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.2 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

Area of Steel Req'd Ast = M*104 / (st x j x d)

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

1.1667 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 1.97 0.03 -0.56 -0.68 -0.67 -0.65 0.39 -0.49 -1.21 -1.67 -1.91 -1.98

1.1667 0.6 3.20 -0.03 -0.94 -1.08 -1.06 -1.03 0.64 -0.89 -12.64 -2.76 -3.11 -3.22

1.1667 0.4 3.07 -0.16 -0.92 -0.98 -0.92 -0.89 0.62 -0.99 -2.02 -2.55 -2.79 -2.85

1.1667 0.2 1.48 -0.11 -0.28 -0.19 -0.11 -0.08 0.29 -0.20 -0.16 0.00 0.13 0.17

1.1667 0 0.00 0.60 1.06 1.30 1.40 1.44 0.00 3.00 5.27 6.49 7.03 7.19

( Ve- ) Value indicates Tension steel Required on Outer Face

Effective Depth Provided Vertical Moment

Depth Provided Horizontal Moment Depth Provided Vertical Moment

Horizontal Steel Req'd Vertical Steel Req'd

a / b Effective Depth Provided Horizontal Moment

a / b

a / b

4.2 Calculation of Shear at Edge

Coefficient of Vertical & Horizontal ShearX / a 0 0 0.2 0.4 0.6 0.8 1

Y / b Rx Ry Ry Ry Ry Ry Ry

1 1 -0.0764 -0.0764 0.0024 0.0716 0.0989 0.10811 0.1102

1 0.8 0.13 - - - - - -

1 0.6 0.2289 - - - - - -

1 0.4 0.2583 - - - - - -

1 0.2 0.1417 - - - - - -

1 0 -0.0149 -0.0149 0.2009 0.3255 0.3761 0.3944 0.3988

X / a 0 0 0.2 0.4 0.6 0.8 1


1.5 1 -0.0743 -0.0743 0.0499 0.0971 0.1058 0.1058 0.1053

1.5 0.8 0.1257 - - - - - -

1.5 0.6 0.2208 - - - - - -

1.5 0.4 0.2503 - - - - - -

1.5 0.2 0.1461 - - - - - -

1.5 0 -0.0018 -0.0018 0.2862 0.3754 0.396 0.3994 0.3997

X / a 0 0 0.2 0.4 0.6 0.8 1


1.1667 1 -0.0757 -0.0757 0.0182 0.0801 0.1012 0.1073 0.1086

1.1667 0.8 0.1286 - - - - - -

1.1667 0.6 0.2262 - - - - - -

1.1667 0.4 0.2556 - - - - - -

1.1667 0.2 0.1432 - - - - - -

1.1667 0 -0.0105 -0.0105 0.2293 0.3421 0.3827 0.3961 0.3991

a / b

a / b

a / b

Shear at Edge = Rx * w b * b

Area of Tension Steel Req'd Ast = Rx *104 / (st)

X / a 0

Rx

Y / b T cm2

1.1667 1 -0.67 -0.51

1.1667 0.8 1.14 0.87

1.1667 0.6 2.00 1.54

1.1667 0.4 2.26 1.74

1.1667 0.2 1.26 0.97

1.1667 0 -0.09 -0.07

Shear at Edge for Adjucent Wall

Half Width of Wall a1 = 2.5 m

Height of Water b1 = 3 m


a / b = 2.5 / 3 = 0.8333

a / b = = 0.75

a / b = = 1

X / a 0 X / a 0 X / a 0 0

Rx Rx Rx

Y / b 0 Y / b 0 a / b T cm2

cm2

0.75 1 -0.0671 1 1 -0.0764 0.8333 -0.0702 -0.62 -0.48 0.51

0.75 0.8 0.1275 1 0.8 0.13 0.8333 0.1283 1.13 0.87 0.87

0.75 0.6 0.2274 1 0.6 0.2289 0.8333 0.2279 2.01 1.55 1.55

0.75 0.4 0.2616 1 0.4 0.2583 0.8333 0.2605 2.30 1.77 1.77

0.75 0.2 0.1479 1 0.2 0.1417 0.8333 0.1458 1.29 0.99 0.99

0.75 0 -0.0155 1 0 -0.0149 0.8333 -0.0153 -0.14 -0.10 0.10

Steel

_Req'd

Steel

_Req'dRx

a / b a / b

Tension

Steel

a / b





Horizontal Steel Required With Tension & Vertical SteelX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b cm2 cm2 cm2 cm2 cm2 cm2 cm2 cm2 cm2 cm2 cm2 cm2

1.1667 1 0.51 0.51 0.51 0.51 0.51 0.51 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 2.84 0.90 -1.43 -1.55 -1.54 -1.53 0.39 -0.49 -1.21 -1.67 -1.91 -1.98

1.1667 0.6 4.74 -1.58 -2.48 -2.63 -2.61 -2.58 0.64 -0.89 -12.64 -2.76 -3.11 -3.22

1.1667 0.4 4.84 -1.93 -2.69 -2.75 -2.69 -2.66 0.62 -0.99 -2.02 -2.55 -2.79 -2.85

1.1667 0.2 2.47 -1.10 -1.27 -1.18 -1.10 -1.07 0.29 -0.20 -0.16 0.00 0.13 0.17

1.1667 0 0.10 0.70 1.16 1.40 1.51 1.54 0.00 3.00 5.27 6.49 7.03 7.19


5. Calculation of Design Moment & Steel For Water Pressure Acts for Left Side & No Water Pressure from Right Side

Moment Coefficient for Wall Panel With Wall Fixed at Three sides & Hinged at Top

Y

b

X

Horizontal Steel Req'd with Tension Vertical Steel Req'd

a a

w b

a / b

Half Width of Wall a = 3.5 m

Height of Water b = 3 m


a / b = 3.5 / 3 = 1.1667

a / b = = 1

a / b = = 1.5

Coefficient of Vertical & Horizontal MomentX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1 1 0 0 0 0 0 0 0 0 0 0 0 0

1 0.8 0.0177 0.0016 -0.0043 -0.006 -0.0062 -0.0061 0.0035 -0.0028 -0.0086 -0.0127 -0.015 -0.0158

1 0.6 0.0289 0.0019 -0.0074 -0.0097 -0.0098 -0.0096 0.0058 -0.0054 -0.149 -0.0213 -0.0248 -0.0259

1 0.4 0.028 0.0006 -0.0076 -0.0089 -0.0086 -0.0084 0.0056 -0.0064 -0.0152 -0.0203 -0.0228 -0.0235

1 0.2 0.0137 -0.0003 -0.0027 -0.0022 -0.0015 -0.0012 0.0027 -0.0016 -0.0019 -0.0008 0.0003 0.0007

1 0 0 0.0042 0.0081 0.0104 0.0115 0.0119 0 0.0211 0.0403 0.0519 0.0576 0.0593

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.5 1 0 0 0 0 0 0 0 0 0 0 0 0

1.5 0.8 0.0145 -0.0025 -0.0055 -0.0052 -0.0046 -0.0044 0.0029 -0.0067 -0.0134 -0.0169 -0.0183 -0.0187

1.5 0.6 0.0232 -0.0046 -0.0089 -0.0081 -0.0072 -0.0069 0.0046 -0.0118 -0.0223 -0.0273 -0.0292 -0.0297

1.5 0.4 0.0219 -0.0052 -0.0082 -0.0071 -0.0061 -0.0058 0.0044 -0.0123 -0.0207 -0.024 -0.0251 -0.0253

1.5 0.2 0.0101 -0.0022 -0.0018 -0.0005 0.0002 0.0004 0.002 -0.0019 -0.0002 0.0017 0.0026 0.0029

1.5 0 0 0.0068 0.0106 0.0121 0.0126 0.0127 0 0.0339 0.053 0.0606 0.0631 0.0637





a / b

a / b

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.1667 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

1.1667 0.8 0.01663 0.00023 -0.00470 -0.00573 -0.00567 -0.00553 0.00330 -0.00410 -0.01020 -0.01410 -0.01610 -0.01677

1.1667 0.6 0.02700 -0.00027 -0.00790 -0.00917 -0.00893 -0.00870 0.00540 -0.00753 -0.10677 -0.02330 -0.02627 -0.02717

1.1667 0.4 0.02597 -0.00133 -0.00780 -0.00830 -0.00777 -0.00753 0.00520 -0.00837 -0.01703 -0.02153 -0.02357 -0.02410

1.1667 0.2 0.01250 -0.00093 -0.00240 -0.00163 -0.00093 -0.00067 0.00247 -0.00170 -0.00133 0.00003 0.00107 0.00143

1.1667 0 0.00000 0.00507 0.00893 0.01097 0.01187 0.01217 0.00000 0.02537 0.04453 0.05480 0.05943 0.06077

5.1 Calculation of Moment

Vertical Moment = My * w b * b2

Horizontal Moment = Mx * w b * b2

Vertical & Horizontal MomentX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm Tm

1.1667 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 0.44 0.01 -0.12 -0.15 -0.15 -0.15 0.09 -0.11 -0.27 -0.37 -0.43 -0.44

1.1667 0.6 0.72 -0.01 -0.21 -0.24 -0.24 -0.23 0.14 -0.20 -2.83 -0.62 -0.70 -0.72

1.1667 0.4 0.69 -0.04 -0.21 -0.22 -0.21 -0.20 0.14 -0.22 -0.45 -0.57 -0.62 -0.64

1.1667 0.2 0.33 -0.02 -0.06 -0.04 -0.02 -0.02 0.07 -0.05 -0.04 0.00 0.03 0.04

1.1667 0 0.00 0.13 0.24 0.29 0.31 0.32 0.00 0.67 1.18 1.45 1.57 1.61

Depth Required_Uncracked Section = (M*104 /Q_UC)Depth Required_Cracked Section = (M*104 /Q_C)

a / b Horizontal Moment Vertical Moment

a / b

Depth of Wall Req'd X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b mm mm mm mm mm mm mm mm mm mm mm mm

1.1667 1 0 0 0 0 0 0 0 0 0 0 0 0

1.1667 0.8 54 6 -62 -68 -68 -67 24 -58 -91 -107 -115 -117

1.1667 0.6 68 -15 -80 -87 -85 -84 31 -79 -296 -138 -147 -149

1.1667 0.4 67 -33 -80 -82 -80 -79 30 -83 -118 -133 -139 -140

1.1667 0.2 47 -28 -44 -37 -28 -23 21 -37 -33 2 14 16

1.1667 0 0 30 39 44 45 46 0 66 88 97 101 103



1.1667 1 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.8 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.6 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.4 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0.2 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230

1.1667 0 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230 0.230



1.1667 1 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.8 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.6 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.4 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0.2 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

1.1667 0 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200

Area of Steel Req'd Ast = M*104 / (st x j x d)

Depth Req'd for Horizontal Moment Depth Req'd for Vertical Moment

Depth Provided Horizontal Moment Depth Provided Vertical Moment

a / b Effective Depth Provided Horizontal Moment Effective Depth Provided Vertical Moment

a / b

a / b

X / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.1667 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 1.97 0.03 -0.56 -0.68 -0.67 -0.65 0.39 -0.49 -1.21 -1.67 -1.91 -1.98

1.1667 0.6 3.20 -0.03 -0.94 -1.08 -1.06 -1.03 0.64 -0.89 -12.64 -2.76 -3.11 -3.22

1.1667 0.4 3.07 -0.16 -0.92 -0.98 -0.92 -0.89 0.62 -0.99 -2.02 -2.55 -2.79 -2.85

1.1667 0.2 1.48 -0.11 -0.28 -0.19 -0.11 -0.08 0.29 -0.20 -0.16 0.00 0.13 0.17

1.1667 0 0.00 0.60 1.06 1.30 1.40 1.44 0.00 3.00 5.27 6.49 7.03 7.19


5.2 Calculation of Shear at Edge

Coefficient of Vertical & Horizontal ShearX / a 0 0 0.2 0.4 0.6 0.8 1


1 1 -0.0764 -0.0764 0.0024 0.0716 0.0989 0.10811 0.1102

1 0.8 0.13 - - - - - -

1 0.6 0.2289 - - - - - -

1 0.4 0.2583 - - - - - -

1 0.2 0.1417 - - - - - -

1 0 -0.0149 -0.0149 0.2009 0.3255 0.3761 0.3944 0.3988

X / a 0 0 0.2 0.4 0.6 0.8 1


1.5 1 -0.0743 -0.0743 0.0499 0.0971 0.1058 0.1058 0.1053

1.5 0.8 0.1257 - - - - - -

1.5 0.6 0.2208 - - - - - -

1.5 0.4 0.2503 - - - - - -

1.5 0.2 0.1461 - - - - - -

1.5 0 -0.0018 -0.0018 0.2862 0.3754 0.396 0.3994 0.3997

Horizontal Steel Req'd Vertical Steel Req'd

a / b

a / b

a / b

X / a 0 0 0.2 0.4 0.6 0.8 1


1.1667 1 -0.0757 -0.0757 0.0182 0.0801 0.1012 0.1073 0.1086

1.1667 0.8 0.1286 - - - - - -

1.1667 0.6 0.2262 - - - - - -

1.1667 0.4 0.2556 - - - - - -

1.1667 0.2 0.1432 - - - - - -

1.1667 0 -0.0105 -0.0105 0.2293 0.3421 0.3827 0.3961 0.3991

Shear at Edge = Rx * w b * b

Area of Tension Steel Req'd Ast = Rx *104 / (st)

X / a 0

Rx

Y / b T cm2

1.1667 1 -0.67 -0.51

1.1667 0.8 1.14 0.87

1.1667 0.6 2.00 1.54

1.1667 0.4 2.26 1.74

1.1667 0.2 1.26 0.97

1.1667 0 -0.09 -0.07

Shear at Edge for Adjucent Wall

Half Width of Wall a1 = 2.5 m

Height of Water b1 = 3 m


Steel

_Req'd

a / b

a / b

a / b = 2.5 / 3 = 0.8333

a / b = = 0.75

a / b = = 1

X / a 0 X / a 0 X / a 0 0

Rx Rx Rx

Y / b 0 Y / b 0 a / b T cm2

cm2

0.75 1 -0.0671 1 1 -0.0764 0.8333 -0.0702 -0.62 -0.48 0.51

0.75 0.8 0.1275 1 0.8 0.13 0.8333 0.1283 1.13 0.87 0.87

0.75 0.6 0.2274 1 0.6 0.2289 0.8333 0.2279 2.01 1.55 1.55

0.75 0.4 0.2616 1 0.4 0.2583 0.8333 0.2605 2.30 1.77 1.77

0.75 0.2 0.1479 1 0.2 0.1417 0.8333 0.1458 1.29 0.99 0.99

0.75 0 -0.0155 1 0 -0.0149 0.8333 -0.0153 -0.14 -0.10 0.10

Horizontal Steel Required With Tension & Vertical SteelX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1


1.1667 1 0.51 0.51 0.51 0.51 0.51 0.51 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 2.84 0.90 -1.43 -1.55 -1.54 -1.53 0.39 -0.49 -1.21 -1.67 -1.91 -1.98

1.1667 0.6 4.74 -1.58 -2.48 -2.63 -2.61 -2.58 0.64 -0.89 -12.64 -2.76 -3.11 -3.22

1.1667 0.4 4.84 -1.93 -2.69 -2.75 -2.69 -2.66 0.62 -0.99 -2.02 -2.55 -2.79 -2.85

1.1667 0.2 2.47 -1.10 -1.27 -1.18 -1.10 -1.07 0.29 -0.20 -0.16 0.00 0.13 0.17

1.1667 0 0.10 0.70 1.16 1.40 1.51 1.54 0.00 3.00 5.27 6.49 7.03 7.19


Steel

_Req'dRx

a / b a / b

Tension

Steel

a / b Horizontal Steel Req'd with Tension Vertical Steel Req'd





6. Reinforcement Detailing of Wall

Horizontal Steel Required With Tension & Vertical Steel on Water Face Left SideX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

1 0.51 0.51 0.51 0.51 0.51 0.51 0.00 0.00 0.00 0.00 0.00 0.00

0.8 2.84 0.90 1.43 1.55 1.54 1.53 0.39 0.49 1.21 1.67 1.91 1.98

0.6 4.74 1.58 2.48 2.63 2.61 2.58 0.64 0.89 12.64 2.76 3.11 3.22

0.4 4.84 1.93 2.69 2.75 2.69 2.66 0.62 0.99 2.02 2.55 2.79 2.85

0.2 2.47 1.10 1.27 1.18 1.10 1.07 0.29 0.20 0.16 0.00 0.13 0.17

0 0.10 0.70 1.16 1.40 1.51 1.54 0.00 3.00 5.27 6.49 7.03 7.19

Horizontal Steel Required With Tension & Vertical Steel on Water Face Right SideX / a 0 0.2 0.4 0.6 0.8 1 0 0.2 0.4 0.6 0.8 1

Y / b cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

cm2

1 0.51 0.51 0.51 0.51 0.51 0.51 0.00 0.00 0.00 0.00 0.00 0.00

0.8 2.84 0.90 1.43 1.55 1.54 1.53 0.39 0.49 1.21 1.67 1.91 1.98

0.6 4.74 1.58 2.48 2.63 2.61 2.58 0.64 0.89 12.64 2.76 3.11 3.22

0.4 4.84 1.93 2.69 2.75 2.69 2.66 0.62 0.99 2.02 2.55 2.79 2.85

0.2 2.47 1.10 1.27 1.18 1.10 1.07 0.29 0.20 0.16 0.00 0.13 0.17

0 0.10 0.70 1.16 1.40 1.51 1.54 0.00 3.00 5.27 6.49 7.03 7.19

Horizontal Steel At Water Face Left Side Vertical Steel At Water Face Left Side

Horizontal Steel At Water Face Right Side Vertical Steel At Water Face Right Side

6.1 Reinforcement Detailing of Wall near Water Face Left Side

At Water Face Left Side : Horizontal Steel at Support in X DirectionX / a 0

Ht._Wall Ast_M + T Db S_Prvd. Db S_Prvd.

Y / b m cm2 mm cm2 cm2 mm mm mm mm cm2

1 3 0.51 230 2.76 2.76 8 150 8 150 6.70 O.K0.8 2.4 2.84 230 2.76 2.84 8 150 8 150 6.70 O.K0.6 1.8 4.74 230 2.76 4.74 8 150 8 150 6.70 O.K0.4 1.2 4.84 230 2.76 4.84 8 150 8 150 6.70 O.K0.2 0.6 2.47 230 2.76 2.76 8 150 8 150 6.70 O.K0 0 0.10 230 2.76 2.76 8 150 8 150 6.70 O.K

At Water Face Left Side : Horizontal Steel at Mid Span in X DirectionX / a 1


Y / b m cm2 mm cm2 cm2 mm mm mm mm cm2

1 3 0.51 230 2.76 2.76 8 150 0 200 3.35 O.K0.8 2.4 1.53 230 2.76 2.76 8 150 0 200 3.35 O.K

0.6 1.8 2.58 230 2.76 2.76 8 150 0 200 3.35 O.K0.4 1.2 2.66 230 2.76 2.76 8 150 0 200 3.35 O.K0.2 0.6 1.07 230 2.76 2.76 8 150 0 200 3.35 O.K0 0 1.54 230 2.76 2.76 8 150 0 200 3.35 O.K

At Water Face Left Side : Vertical Steel at Bottom in Y DirectionY / b 0

L_Wall Ast_M Db S_Prvd. Db S_Prvd.

X / a m cm2 mm cm2 cm2 mm mm mm mm cm2

0 0 0.00 230 2.76 2.76 10 150 10 150 10.47 O.K0.2 0.7 3.00 230 2.76 3.00 10 150 10 150 10.47 O.K0.4 1.4 5.27 230 2.76 5.27 10 150 10 150 10.47 O.K

0.6 2.1 6.49 230 2.76 6.49 10 150 10 150 10.47 O.K0.8 2.8 7.03 230 2.76 7.03 10 150 10 150 10.47 O.K

1 3.5 7.19 230 2.76 7.19 10 150 10 150 10.47 O.K

Depth

_Provided.

Min_Steel

Each Face

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face

Provide Horizontal Steel Ast_Prvd.

Each Face Remark

Ast_Req'd

Each Face


Each Face Remark

Ast_Prvd.

Each Face Remark

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face

Provide Vertical Steel

At Water Face Left Side : Vertical Steel at Top in Y DirectionY / b 1



0 0 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.2 0.7 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.4 1.4 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.6 2.1 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.8 2.8 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K1 3.5 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

6.2 Reinforcement Detailing of Wall near Water Face Right Side

At Water Face Right Side : Horizontal Steel at Support in X DirectionX / a 0


Y / b m cm2 mm cm

2cm

2 mm mm mm mm cm2

1 3 0.51 230 2.76 2.76 8 150 8 150 6.70 O.K

0.8 2.4 2.84 230 2.76 2.84 8 150 8 150 6.70 O.K0.6 1.8 4.74 230 2.76 4.74 8 150 8 150 6.70 O.K0.4 1.2 4.84 230 2.76 4.84 8 150 8 150 6.70 O.K0.2 0.6 2.47 230 2.76 2.76 8 150 8 150 6.70 O.K0 0 0.10 230 2.76 2.76 8 150 8 150 6.70 O.K

Provide Vertical Steel Ast_Prvd.

Each Face Remark

Min_Steel

Each Face

Ast_Req'd

Each Face

Depth

_Provided.

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face Remark

At Water Face Right Side : Horizontal Steel at Mid Span in X DirectionX / a 1


Y / b m cm2 mm cm

2cm

2 mm mm mm mm cm2

1 3 0.51 230 2.76 2.76 8 150 0 200 3.35 O.K0.8 2.4 1.53 230 2.76 2.76 8 150 0 200 3.35 O.K0.6 1.8 2.58 230 2.76 2.76 8 150 0 200 3.35 O.K0.4 1.2 2.66 230 2.76 2.76 8 150 0 200 3.35 O.K0.2 0.6 1.07 230 2.76 2.76 8 150 0 200 3.35 O.K0 0 1.54 230 2.76 2.76 8 150 0 200 3.35 O.K

At Water Face Right Side : Vertical Steel at Bottom in Y DirectionY / b 0



0 0 0.00 230 2.76 2.76 10 150 10 150 10.47 O.K0.2 0.7 3.00 230 2.76 3.00 10 150 10 150 10.47 O.K0.4 1.4 5.27 230 2.76 5.27 10 150 10 150 10.47 O.K

0.6 2.1 6.49 230 2.76 6.49 10 150 10 150 10.47 O.K0.8 2.8 7.03 230 2.76 7.03 10 150 10 150 10.47 O.K1 3.5 7.19 230 2.76 7.19 10 150 10 150 10.47 O.K

At Water Face Right Side : Vertical Steel at Top in Y DirectionY / b 1



0 0 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.2 0.7 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.4 1.4 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K0.6 2.1 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

0.8 2.8 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K1 3.5 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face Remark

Ast_Prvd.

Each Face Remark

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face

Provide Vertical Steel Ast_Prvd.

Each Face Remark

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face

Provide Vertical Steel

2. 1. design of wall for water tank both side water

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