1. Design of Wall for Water Tank Water & Earth

7/25/2019 1. Design of Wall for Water Tank Water & Earth

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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

Nvalue at foundation level = -Soil type w.r.t Nvalue = Medium

2. Container Description

Length of Wall (C/C) 2a = 7 m

Total Ht. of Wall H = 3 m

Water Depth hw = 3 m

Earth Depth hE = 3 m

Free Board (Below Slab Bottom) = 0.15 mDead Storage = 0.1 m

Plaster thickness / IPS thickness = 0.02 m

Design Calculation of Wall 1 (Earth & Water)

Date

20/01/2016

20/01/2016

R. S. Patel

V. D. Shah


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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 tbx 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 cbcx 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

IS 456 Cracked

Section

IS 3370

Uncracked Section

Table 2, IS 3370

(Part 2) : 2009

Table 1, IS 3370

(Part 2) : 2009


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4. Calculation of Design Moment & Steel - For No Earth Pressure Acts for Outside & Full Water Pressure Inside

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

Y

1

0.8

0.6

b

0.4

0.2

X

1 0.8 0.6 0.4 0.2 0

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


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Coefficient of Vertical & Horizontal Moment

X / 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 -0.02351 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 0.00291.5 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


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4.1 Calculation of Moment

Vertical Moment = My * w b * b2

Horizontal Moment = Mx * w b * b2

Vertical & Horizontal Moment

X / 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 -651.1667 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

a / b

a / b

Horizontal Moment Vertical Moment

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


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Depth of Wall Provided 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 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 0.2301.1667 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 dfor Bar Dia. = 10 mm

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 0.200 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 0.2001.1667 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/ (stx 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

a / b Depth Provided Horizontal Moment

a / b

a / b

Effective Depth Provided Horizontal Moment Effective Depth Provided Vertical Moment

Horizontal Steel Req'd Vertical Steel Req'd

Depth Provided Vertical Moment


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4.2 Calculation of Shear at Edge

Coefficient of Vertical & Horizontal Shear

X / 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


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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 -0.511.1667 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 = 3m

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

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





a / bSteel

_Req'd

a / b a / b

Tension

Steel

Steel

_Req'dRx


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Horizontal Steel Required With Tension & Vertical Steel

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 0.51 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 -3.221.1667 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 Earth Pressure Acts for Outside & No Water Pressure Inside

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

Y

1

0.8

0.6

b

0.4

0.2

X

1 0.8 0.6 0.4 0.2 0

a / b

a a

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

Kasoilb


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Half Width of Wall a = 3.5 m

Height of Earth b = 3 m

Angle of Repose of the soil = 30

Coefficient of Active Earth Pressure Ka = 0.3334

Coefficient of Passive Earth Pressure Kp = 3

Active Earth Pressure at Base = Kasoilb = 0.3334 x 1.8 x 3 = 1.80 T/m2

a / b = 3.5 / 3 = 1.1667

a / b = = 1

a / b = = 1.5

Coefficient of Vertical & Horizontal Moment

X / 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 -0.01581 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 -0.02971.5 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




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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 * Kasoilb * b2

Horizontal Moment = Mx * Kasoilb * b2

Vertical & Horizontal Moment

X / 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 0.27 0.00 -0.08 -0.09 -0.09 -0.09 0.05 -0.07 -0.17 -0.23 -0.26 -0.27

1.1667 0.6 0.44 0.00 -0.13 -0.15 -0.14 -0.14 0.09 -0.12 -1.73 -0.38 -0.43 -0.44

1.1667 0.4 0.42 -0.02 -0.13 -0.13 -0.13 -0.12 0.08 -0.14 -0.28 -0.35 -0.38 -0.39

1.1667 0.2 0.20 -0.02 -0.04 -0.03 -0.02 -0.01 0.04 -0.03 -0.02 0.00 0.02 0.02

1.1667 0 0.00 0.08 0.14 0.18 0.19 0.20 0.00 0.41 0.72 0.89 0.96 0.98

Depth Required_Uncracked Section = (M*104/Q_UC)

Depth Required_Cracked Section = (M*104

/Q_C)

a / b

a / b Horizontal Moment Vertical Moment


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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 42 5 -49 -54 -53 -53 19 -45 -71 -84 -90 -92

1.1667 0.6 53 -12 -63 -68 -67 -66 24 -61 -231 -108 -115 -117

1.1667 0.4 52 -26 -62 -64 -62 -61 23 -65 -92 -104 -109 -1101.1667 0.2 36 -22 -35 -29 -22 -18 16 -29 -26 2 11 12

1.1667 0 0 23 31 34 35 36 0 52 69 76 79 80

Depth of Wall Provided D

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 0.230 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 0.2301.1667 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

Effective Depth dfor Bar Dia.

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 0.200 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 0.2001.1667 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/ (stx j x d)

a / b

a / b

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


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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 1.20 0.02 -0.34 -0.42 -0.41 -0.40 0.24 -0.30 -0.74 -1.02 -1.17 -1.21

1.1667 0.6 1.95 -0.02 -0.57 -0.66 -0.65 -0.63 0.39 -0.55 -7.73 -1.69 -1.90 -1.97

1.1667 0.4 1.88 -0.10 -0.56 -0.60 -0.56 -0.55 0.38 -0.61 -1.23 -1.56 -1.71 -1.751.1667 0.2 0.91 -0.07 -0.17 -0.12 -0.07 -0.05 0.18 -0.12 -0.10 0.00 0.08 0.10

1.1667 0 0.00 0.37 0.65 0.79 0.86 0.88 0.00 1.84 3.22 3.97 4.30 4.40


5.2 Calculation of Shear at Edge

Coefficient of Vertical & Horizontal Shear

X / 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

a / b

a / b

a / b

Horizontal Steel Req'd Vertical Steel Req'd


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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 * Kasoilb * b

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

X / a 0

Rx

Y / b T cm2

1.1667 1 -0.41 -0.31

1.1667 0.8 0.69 0.531.1667 0.6 1.22 0.94

1.1667 0.4 1.38 1.06

1.1667 0.2 0.77 0.59

1.1667 0 -0.06 -0.04

Shear at Edge for Adjucent Wall

Half Width of Wall a1 = 2.5 m

Height of Earth b1 = 3 m

Angle of Repose of the soil = 30 Coefficient of Active Earth Pressure Ka = 0.3334

Coefficient of Passive Earth Pressure Kp = 3

Active Earth Pressure at Base = Kasoilb = 0.3334 x 1.8 x 3 = 1.80 T/m2

a / b

a / bSteel

_Req'd


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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 -0.38 -0.29 0.31

0.75 0.8 0.1275 1 0.8 0.13 0.8333 0.1283 0.69 0.53 0.53

0.75 0.6 0.2274 1 0.6 0.2289 0.8333 0.2279 1.23 0.95 0.95

0.75 0.4 0.2616 1 0.4 0.2583 0.8333 0.2605 1.41 1.08 1.08

0.75 0.2 0.1479 1 0.2 0.1417 0.8333 0.1458 0.79 0.61 0.61

0.75 0 -0.0155 1 0 -0.0149 0.8333 -0.0153 -0.08 -0.06 0.06

Horizontal Steel Required With Tension & Vertical Steel

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 0.31 0.31 0.31 0.31 0.31 0.31 0.00 0.00 0.00 0.00 0.00 0.00

1.1667 0.8 1.74 0.55 -0.87 -0.95 -0.94 -0.93 0.24 -0.30 -0.74 -1.02 -1.17 -1.21

1.1667 0.6 2.90 -0.97 -1.52 -1.61 -1.59 -1.58 0.39 -0.55 -7.73 -1.69 -1.90 -1.97

1.1667 0.4 2.96 -1.18 -1.65 -1.68 -1.64 -1.63 0.38 -0.61 -1.23 -1.56 -1.71 -1.75

1.1667 0.2 1.51 -0.67 -0.78 -0.72 -0.67 -0.65 0.18 -0.12 -0.10 0.00 0.08 0.10

1.1667 0 0.06 0.43 0.71 0.86 0.92 0.94 0.00 1.84 3.22 3.97 4.30 4.40






Rx

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

Steel

_Req'da / b a / b

Tension

Steel

a / b


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6. Reinforcement Detailing of Wall

Horizontal Steel Required With Tension & Vertical Steel on Water Face

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 0.51 0.51 0.51 0.51 0.51 0.51 0.00 0.00 0.00 0.00 0.00 0.000.8 2.84 0.90 0.87 0.95 0.94 0.93 0.39 0.30 0.74 1.02 1.17 1.21

0.6 4.74 0.97 1.52 1.61 1.59 1.58 0.64 0.55 7.73 1.69 1.90 1.97

0.4 4.84 1.18 1.65 1.68 1.64 1.63 0.62 0.61 1.23 1.56 1.71 1.75

0.2 2.47 0.67 0.78 0.72 0.67 0.65 0.29 0.12 0.10 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 Soil Face

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 0.31 0.31 0.31 0.31 0.31 0.31 0.00 0.00 0.00 0.00 0.00 0.00

0.8 1.74 0.55 1.43 1.55 1.54 1.53 0.24 0.49 1.21 1.67 1.91 1.98

0.6 2.90 1.58 2.48 2.63 2.61 2.58 0.39 0.89 12.64 2.76 3.11 3.22

0.4 2.96 1.93 2.69 2.75 2.69 2.66 0.38 0.99 2.02 2.55 2.79 2.85

0.2 1.51 1.10 1.27 1.18 1.10 1.07 0.18 0.20 0.16 0.00 0.08 0.10

0 0.06 0.43 0.71 0.86 0.92 0.94 0.00 1.84 3.22 3.97 4.30 4.40

Horizontal Steel At Water Face Vertical Steel At Water Face

Horizontal Steel At Soil Face Vertical Steel At Soil Face


17/19

6.1 Reinforcement Detailing of Wall near Water Face

At Water Face : Horizontal Steel at Supportin X Direction

X / a 0

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

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.K

0.6 1.8 4.74 230 2.76 4.74 8 150 8 150 6.70 O.K

0.4 1.2 4.84 230 2.76 4.84 8 150 8 150 6.70 O.K

0.2 0.6 2.47 230 2.76 2.76 8 150 8 150 6.70 O.K

0 0 0.10 230 2.76 2.76 8 150 8 150 6.70 O.K

At Water Face : Horizontal Steel at Mid Spanin X Direction

X / 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 0.93 230 2.76 2.76 8 150 0 200 3.35 O.K

0.6 1.8 1.58 230 2.76 2.76 8 150 0 200 3.35 O.K

0.4 1.2 1.63 230 2.76 2.76 8 150 0 200 3.35 O.K

0.2 0.6 0.65 230 2.76 2.76 8 150 0 200 3.35 O.K

0 0 1.54 230 2.76 2.76 8 150 0 200 3.35 O.K

At Water Face : Vertical Steel at Bottomin Y Direction

Y / 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.K

0.2 0.7 3.00 230 2.76 3.00 10 150 10 150 10.47 O.K

0.4 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.K

0.8 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

Ast_Prvd.

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

Depth

_Provided.

Min_Steel

Each Face

Remark

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face

Provide Vertical Steel


18/19

At Water Face : Vertical Steel at Topin Y Direction

Y / b 1


X / a m cm2 mm cm

2cm

2 mm mm mm mm cm2

0 0 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

0.2 0.7 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

0.4 1.4 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

0.6 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.K

1 3.5 0.00 230 2.76 2.76 10 150 0 200 5.24 O.K

6.2 Reinforcement Detailing of Wall near Soil Face

At Soil Face : Horizontal Steel at Supportin X Direction

X / a 0


Y / b m cm2

mm cm2

cm2

mm mm mm mm cm2

1 3 0.31 230 2.76 2.76 8 150 0 200 3.35 O.K

0.8 2.4 1.74 230 2.76 2.76 8 150 0 200 3.35 O.K

0.6 1.8 2.90 230 2.76 2.90 8 150 0 200 3.35 O.K

0.4 1.2 2.96 230 2.76 2.96 8 150 0 200 3.35 O.K

0.2 0.6 1.51 230 2.76 2.76 8 150 0 200 3.35 O.K

0 0 0.06 230 2.76 2.76 8 150 0 200 3.35 O.K

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face Remark

Depth

_Provided.

Provide Vertical Steel Ast_Prvd.

Each Face Remark

Min_Steel

Each Face

Ast_Req'd

Each Face


19/19

At Soil Face : Horizontal Steel at Mid Spanin X Direction

X / a 1


Y / b m cm2 mm cm

2cm

2 mm mm mm mm cm2

1 3 0.31 230 2.76 2.76 8 150 0 200 3.35 O.K

0.8 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.K

0.4 1.2 2.66 230 2.76 2.76 8 150 0 200 3.35 O.K

0.2 0.6 1.07 230 2.76 2.76 8 150 0 200 3.35 O.K

0 0 0.94 230 2.76 2.76 8 150 0 200 3.35 O.K

At Soil Face : Vertical Steel at Bottomin Y Direction

Y / b 0


X / a m cm2 mm cm

2cm

2 mm mm mm mm cm2

0 0 0.00 230 2.76 2.76 8 150 8 150 6.70 O.K

0.2 0.7 1.84 230 2.76 2.76 8 150 8 150 6.70 O.K0.4 1.4 3.22 230 2.76 3.22 8 150 8 150 6.70 O.K

0.6 2.1 3.97 230 2.76 3.97 8 150 8 150 6.70 O.K

0.8 2.8 4.30 230 2.76 4.30 8 150 8 150 6.70 O.K

1 3.5 4.40 230 2.76 4.40 8 150 8 150 6.70 O.K

At Soil Face : Vertical Steel at Topin Y Direction

Y / b 1


X / a m cm2 mm cm

2cm

2 mm mm mm mm cm2

0 0 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

0.2 0.7 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

0.4 1.4 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

0.6 2.1 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

0.8 2.8 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

1 3.5 0.00 230 2.76 2.76 8 150 0 200 3.35 O.K

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face Remark

Remark

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face

Depth

_Provided.

Min_Steel

Each Face

Ast_Req'd

Each Face


Each Face Remark

1. Design of Wall for Water Tank Water & Earth

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Transcript of 1. Design of Wall for Water Tank Water & Earth