1. design of wall for water tank water & earth
TRANSCRIPT
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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
Y / b Mx Mx Mx Mx Mx Mx My My My My My My
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
Y / b Mx Mx Mx Mx Mx Mx My My My My My My
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
Y / b m m m m m m m m m m m m
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
Y / b Rx Ry Ry Ry Ry Ry Ry
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
Y / b Rx Ry Ry Ry Ry Ry Ry
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
Moody's Table 13, for
Uniformly Varying Load
Interpolate Coefficient of Vertical &
Horizontal Moment Between
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
( Ve-) Value indicates Tension steel Required on Outer Face
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
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 -0.01581 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
Y / b Mx Mx Mx Mx Mx Mx My My My My My My
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
Interpolate Coefficient of Vertical &
Horizontal Moment Between
a / b
a / b
Moody's Table 13, for
Uniformly Varying Load
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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 Mx Mx Mx Mx Mx Mx My My My My My My
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
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 0.2301.1667 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
Y / b m m m m m m m m m m m m
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
( Ve-) Value indicates Tension steel Required on Outer Face
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
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
Y / b Rx Ry Ry Ry Ry Ry Ry
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
Y / b Rx Ry Ry Ry Ry Ry Ry
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
( Ve-) Value indicates Tension steel Required on Outer Face
Moody's Table 13, for
Uniformly Varying Load
Interpolate Coefficient of Vertical &
Horizontal Moment Between
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
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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
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 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
Provide Horizontal Steel Ast_Prvd.
Each Face Remark
Depth
_Provided.
Min_Steel
Each Face
Remark
Depth
_Provided.
Min_Steel
Each Face
Ast_Req'd
Each Face
Provide Vertical Steel
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At Water Face : Vertical Steel at Topin Y Direction
Y / b 1
L_Wall Ast_M Db S_Prvd. Db S_Prvd.
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
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 0.31 230 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
Provide Horizontal Steel Ast_Prvd.
Each Face Remark
Depth
_Provided.
Provide Vertical Steel Ast_Prvd.
Each Face Remark
Min_Steel
Each Face
Ast_Req'd
Each Face
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At Soil Face : Horizontal Steel at Mid Spanin X Direction
X / a 1
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 0.31 230 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
L_Wall Ast_M Db S_Prvd. Db S_Prvd.
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
L_Wall Ast_M Db S_Prvd. Db S_Prvd.
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
Provide Vertical Steel Ast_Prvd.
Each Face Remark
Remark
Depth
_Provided.
Min_Steel
Each Face
Ast_Req'd
Each Face
Provide Vertical Steel Ast_Prvd.
Each Face
Depth
_Provided.
Min_Steel
Each Face
Ast_Req'd
Each Face
Provide Horizontal Steel Ast_Prvd.
Each Face Remark