Cant Ret Design
Transcript of Cant Ret Design
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The design of wall is done based on following design parameters:
1 ] Top elevation of retaining wall 679.730 m
2 ] Bed level of retaining wall 660.000 m
3 ] Top width of training wall 2.000 m
4 ] bed width of wall 3.100 m
5 ] Calculated bed width 3.100 m
6 ] Slope of wall 0.056 h:1v
7 ] Unit weight of concrete 2.400 t/cum.
8 ] R.L.of backfill material 679.730 m
9 ] Saturation /Water level 679.730 m
10 ] Minimum Tail water level..............= 660.000 m
11 ] Moist density of earth backfill........= 1.800 t/cum
12 ] Saturated density of earth backfill....= 1.900 t/cum
13 ] Angle of internal friction of backfill.= 30.000o
14 ] Surcharge on backfill..................= 0.000o
15 ] Friction angle betwn.wall and backfill.= 10.000o
16 ] ------do----- [for saturated backfill] = 5.000o
17 ] Horizontal earth quake coefficient.....= 0.120
18 ] Vertical earth quake coefficient.......= 0.060
19 ] Unit weight of water...................= 1.000 t/cum
20 ] Slope of earth fill....................= 0.000o
21 ] Deepest bed level......................= 660.000 m
22 ] Bearing capacity of soil...............= 100.000 t/sq.m
23 ] Concrete Grade: M 200
24 ] Permissible strength of concrete.......= 70.000 kg/sq.cm
25 ] Permissible strength in steel..........= 2300.000 kg/sq.cm
26 ] - do - water ret structures= 1900.000 kg/sq.cm
27 ] Frictional resistence between foundation and wall bas 50.000 t/sq.m
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28 ] Coeff of friction 0.445
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PERCENTAGE OF DRAINAGE/RELIEF= 0%
Bed width of stem......................= 3.100 mAlpha-angle betn. wall & vertical plane= 3.191 deg.
Depth of saturation from bed level.....= 19.730 m
Height of soil above saturation level..= 0.000 m
Height of sat. level aboveD.B.L........= 19.730 m 19.730
Height of soil above B.L...............= 19.730 m
base width of the wall 11.100 m
Base width of the wall adopted 14.600 m 9.000 3.100 2.500
Toe projection 2.500 m 3.800
Toe projection adopted= 2.500 m
Heel length 8.569 m 14.600
Heel length provided 9.000 m
Assume thickness= 1.640 m
Thickness of base slab 3.800 m
Thickness of stem
Clear height 15.930 m
Horizontal force 162.872 t
Moment 864.849 t-m
Thickness of stem 307.760 cm
Assuming 16mm bars the overall thickness= 310.000 cm
Effective depth 304.200 cm
FILLET SIZE= 2.500 X 2.500
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The value ofl is given by,
for saturated condition,
l rad. deg.
for dry backfill 0.113 6.456
for sat.backfill 0.235 13.436
Using the above formula & the value ofl , the coefficient of active earth pressure is calculated and as listed below.
1 ] Coefficient of earth pressure
for dry / moist condition Km 0.3068
2 ] Coefficient of earth pressure
for saturated backfill Ks 0.3152
3 ] Coefficient of earth pressure
for dry/moist backfill [with E.Q Kme 0.3969
4 ] Coefficient of earth pressure
for saturated backfill [with E.Q Kse 0.524
( )l
a
a=
-tan
.
1
1 0 5
( )l
a
a=
-
-tan
.
1
11 0 5
w
w
s
s
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moments about toemoments about toemoments about toe
SL. V H L.A M
NO. t t m t-m
I Self weight of wall (1)= 76.464 3.500 267.62
(2)= 21.028 2.867 60.28
(3)= 1.332 7.300 9.72
98.823 337.62
Total
II UPLIFT:
Depth of water above B.L.= 19.730 -
Uplift force -144.029 9.733 -1401.88
-144.029 -1401.88
III HORIZONTAL WATER PRESSURE -194.64 6.577 -1280.06
0.000 0.00
IV EARTH PRESSURE
Total earth pressure on wall -55.207
Horizontal component - -54.64 6.577 -359.38
DETAILS
2 1
3
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moments about toemoments about toemoments about toe
SL. V H L.A M
NO. t t m t-m
Vertical component 7.866 - 5.233 21.50
Weight of soil on heel slab Vd 0.000 10.100 0.00Vsat 272.403 10.100 2751.27
Total 235.063 -249.28 69.08
EFFECT OF EARTH QUAKE
On wall
Horizontal component................. (1)= -7.963 9.865 -78.56
(2)= -1.658 6.577 -10.90
(3)= -0.019 0.000 -0.06
Total -9.640 -89.52
Vertical component.................(1)= -3.982 3.500 -13.94
(2)= -0.829 2.867 -2.38(3)= -0.009 7.300 -0.07
Total -4.820 -16.38
On earth pressure
Dynamic increment of earthpressure for moist/dry backfill 0.270
Dynamic increment of earthpressure for saturated backfill 0.626
HT.of B.L above D.B.L c = 0.000
Earth pressure due to dry/moist backfill 0.000 0.000
Earth pressure due to saturated backfill -77.135 -760.941
Total -4.820 -86.775 -866.841
DETAILS
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DETAILS UNIT STATIC DYNAMIC
SV t 235.063 230.243
SH t -249.281 -336.056
SM t-m 69.076 -797.765
LEVER ARM m 0.294 -3.465
ECCENTRICITY m 7.006 10.765
NORMAL STRESS t/sq.m 16.100 15.770
BENDING STRESS t/sq.m 46.356 69.766
STRESS AT [HEEL] t/sq.m -30.256 -53.995
STRESS AT [TOE] t/sq.m 62.456 85.536 p
< S.B.C- HENCE OKAY 0.000
FACTOR OF SAFETY[O.T] 1.023 0.796 0.000
5.596
FACTOR OF SAFETY [SLD] 3.348 2.477 0.000
point of zero pressure= 4.765 m from heel
Distance from toe= 9.835 m
Stress at B= 26.895 t/sq.m FOR DRY
Stress at G= 46.581 t/sq.m
FOR SAT.
yd h1-100.00
-75.00
-50.00
-25.00
0.00
25.00
50.00
75.00
100.00
0.
00
1.
00
2.
00
3.
00
4.
00
5.
00
6.
00
7.
00
8.
00
9.
00
10.
00
11.
00
12.
00
Stressint/sq.m
Base width ( m )
Stress Diagram
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toe heel
62.
46
46.
58
26.
90
-30.2
6
2.500 3.100 9.000
Intensity of pressur at B 46.581 t/sq.m
Intensity of pressur at G 26.895 t/sq.m
DESIGN OF TOE SLAB
Self weight of slab 9.120 t/sq.m
Net upward pressure at D 53.336 t/sq.m
Net upward pressure at B 37.461 t/sq.m
Bending moment at B 79.900 t-m
Effective depth 93.544 cm
Overall depth 310.000 cm
Depth provided 340.000 cm
Effective depth 335.000 cm
Area of steel 13.889 sq.cm
Dia of bar 20.000 mm
spacing is 22.619 cm
Spacing provided (A) 22.500 cm
Distribution steel 17.000 sq.cmDia of bar 20 mm
spacing is 18.480 cm
Spacing provided (B) 17.500 cm
A
B
C
F E
DB G
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CHECK FOR SHEAR
Thickness of slab at the end (B) 335.000 cm
Thickness of slab at the (Z-Z') 341.084 cm
Stress at (Z-Z') 31.677 t/sq.mS.F. to be interpolated for tension condn. 42.870 t
Shear stress 1.257 t/sq.m
Ast/bd= 0.041 %
Critical shear 2.395 t/sq.m
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CHECK FOR SHEAR
Thickness of slab 620.000 cm
S.F. 360.966 t
Shear stress 5.822 kg/sq.cm
Ast/bd= 0.259 %
Critical shear 2.596 kg/sq.cm
>Tc, HENCE NOT OKAY
Bars should be carried in to the slab through a
distance of Ld=phi pst/4Tbd 190.000 cm
200.000 cm, To be extended in to the toe wall at top
Curtailment of reinforcement in stem wall
H= 15.930
sl.no height thickness moment spacing sp. adoptedarea given EL. (m)
0 0.000 2.000 0.000 0.000 16.000 1.000
1 1.593 2.110 0.863 0.238 16.000 1.000 844.245 30.000 6.702 678.137
2 3.186 2.220 6.903 1.811 16.000 1.000 111.032 30.000 6.702 676.544
3 4.779 2.330 23.298 5.823 25.000 1.000 84.298 30.000 16.362 674.951
4 6.372 2.440 55.226 13.181 25.000 1.000 37.242 15.000 32.725 673.358
5 7.965 2.550 107.862 24.633 32.000 1.000 32.649 15.000 53.617 671.7656 9.558 2.660 186.386 40.805 32.000 1.000 19.709 15.000 53.617 670.172
7 11.151 2.770 295.975 62.224 32.000 1.000 12.925 7.500 107.233 668.579
8 12.744 2.880 441.805 89.335 32.000 1.000 9.003 7.500 107.233 666.986
9 14.337 3.897 629.054 94.003 32.000 1.000 8.556 7.500 107.233 665.393
10 15.930 5.600 862.900 89.734 32.000 1.000 8.963 7.500 107.233 663.800
No. of rowsdia of bararea of steel
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UNIT LENGT 100 m
QUANTITIES
SL.NO. ITEM UNIT QUANTITY RATE AMOUNT
A EXACAVATION CUM {53952.83}
1 IN SOIL {60.00%} CUM 32371.70 40.00 1294867.90
2 IN SOFT ROCK {30.00%} CUM 16185.85 70.00 1133009.42
3 IN ROCK {10.00%} CUM 5395.28 120.00 647433.95
B CONCRETE 8607.00 2200.00 18935400.00C LEVELLING COUR 0.15 M 219.00 1800.00 394200.00
D STEEL M.T
E BACK FILLING CUM 41476.83 120.00 4977219.52
27382130.79
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L B H Q
CENTRE 100.000 14.600 19.730 28805.80
SLOPES
1.0 H;1V 5683.384
SIDES 19463.645
BEHIND WALL
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dry-backfill
l[deg]= 0.0000
3.191 COS(F-a-l)2= 0.7966 [A]
COS(l)= 1.0000 [B]
COS(a)2= 0.9969 [C]
COS(d+a+l)= 0.9736 [D]
SIN(F+d)= 0.6428 [E]
deg rad. SIN(F-y - l )= 0.5000 [F]
1= 0.017 COS(a - y)= 0.9984 [G]
F 0.524
d= 0.175 [B] X [C] X [D] = 0.9706ds= 0.087
[ 1 / (1 + ([E] X [F]/[B] X [G]) .5)) 2) 0.3738
Coeff.= 0.307
m= 13.333
i= 0.289 0.000
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j= 0.904
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q= 9.131 kg/sq.cm
0.000
19.730
0.100
0.3152
0.561
0.250 0.220
0.500 0.290
0.750 0.340
1.000 0.3701.250 0.400
1.500 0.420
2.000 0.440
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h1= 19.730
h=
rt= #REF!
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w= #REF!
0.000
B.F.LEVEL H10= 679.730 0.000
SAT.EL H11= 679.730 19.730H37= 19.730
H14 1.900
J83 0.315
H36= 0.000
H13= 1.800
J80 0.307
H35= 19.730
0.000 t/sq.m yh triangular distribution above saturation level
0.000 t/sq.m rectangular distribution below saturation line.
5.596 t/sq.m saturated soilpressure intensity.
0.000 t/sq.m surcharge
Ft Fv Fh Lv Lh Mv Mh
0.000 0.000 0.000 2.733 6.577 0.000 0.000
0.000 0.000 0.000 2.550 9.865 0.000 0.000
55.207 7.866 54.644 2.733 6.577 21.499 359.376
0.000 0.000 0.000 2.550 9.865 0.000 0.000
-55.207 7.866 -54.644 21.499 -359.376
ACKFILL COS(ANG+DEL) = 0.9736 Mv + Mh = -337.877SIN(ANG+DEL) = 0.2282
ACKFILL COS(ANG+DEL) = 0.9898
SIN(ANG+DEL) = 0.1425
q qys h2
q1
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sat. backfill dry-backfill+eq sat-backfill+eq
0.0000 6.4562 13.4358 wall slope
0.7966 [A] 0.8790 [A] 0.9465 [A] =(H7-H6)/(DQ1-H7)
1.0000 [B] 0.9937 [B] 0.9726 [B]
0.9969 [C] 0.9969 [C] 0.9969 [C]
0.9898 [D] 0.9418 [D] 0.9296 [D]
0.5736 [E] 0.6428 [E] 0.5736 [E]
0.5000 [F] 0.3994 [F] 0.2851 [F]
0.9984 [G] 0.9984 [G] 0.9984 [G]
0.9867 0.9329 0.9014
0.3904 0.4212 0.4988
0.315 0.397 0.524
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