cant ret design

7/30/2019 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

1/CANT_RET_mark.XLS/DSA


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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


for saturated backfill Ks 0.3152


for dry/moist backfill [with E.Q Kme 0.3969


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


Overall depth 310.000 cm

Depth provided 340.000 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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cant ret design

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