Retaing Wall Design

PROJECT : CLIENT: CONSULTANATS: Component:

DESIGN OF CANTELEVER RETAINING WALL (GUIDE WALLS) The design of wall is done based on following design parameters: 1 ] Top elevation of retaining wall

887.500

m

2 ] Bed level of retaining wall

870.000

m

3 ] Top width of training wall

1.500

m

4 ] bed width of wall

3.000

m

5 ] Calculated bed width

2.550

m

6 ] Slope of wall

0.086

h:1v

7 ] Unit weight of concrete

2.500

t/cum.

8 ] RLof backfill material

887.500

m

9 ] Saturation /Water level

887.500

m

10 ] Minimum water level away from fill

0.000

m

11 ] Moist density of earth backfill

1.900

t/cum

12 ] Saturated density of earth backfill

2.000

t/cum

13 ] Angle of internal friction of backfill

30.00 °

14 ] Surcharge on backfill

1.000

15 ] Friction angle betwnwall and backfill 16 ] ------do----- [for saturated backfill]

10.00° 5.00°

17 ] Horizontal earth quake coefficient

0.160

18 ] Vertical earth quake coefficient

0.080

19 ] Unit weight of water

1.000

20 ] Slope of earth fill

t/sq.m

t/cum

0.00°

21 ] Deepest bed level

870.000

m

22 ] Bearing capacity of soil

70.000

t/sq.m

23 ] Concrete Grade:

M 20.00

24 ] Permissible strength of concrete

70.000

kg/sq.cm

25 ] Permissible strength in steel

2300.000

kg/sq.cm

26 ]

1900.000

kg/sq.cm

- do - water ret structures

27 ] Friction between foundation and wall base

30.000

28 ] Coeff of friction

1.000

45.00 °

29 ] m

13.333

30 ] i

0.289

31 ] j

0.904

32 ] MMoment of resistanceQbd2

9.131

33 ] Percentage of relief in drainage holes

1/CANT_RET_RC_R5x.XLS/DSA

50%

t/sq.m

bd2 kg/sq.cm

34 ] Bed width of stem

3.000

35 ] Alpha-angle betn wall & vertical plane

4.90 °

m

36 ] Depth of saturation from bed level

17.500

m

37 ] Height of soil above saturation level

0.000

m

38 ] Height of sat level aboveDBL

15.000

m

39 ] Height of soil above BL

17.500

m

40 ] Base width of the wall

10.000

m

41 ] Base width of the wall adopted

10.000

m

42 ] Toe projection required

2.200

m

43 ] Toe projection adopted

4.000

m

44 ] Heel length provided

3.000

m

45 ] Assume thickness

1.460

m

46 ] Thickness of base slab

2.500

m

47 ] Clear height

15.000

m

48 ] Horizontal force

117.905

t

49 ] Moment

589.523

t-m

50 ] Thickness of stem

254.092

cm

51 ] Assuming 16mm bars the overall thickness

300.000

cm

52 ] Effective depth

293.400

cm

53 ] FILLET SIZE

1.000

x 0.00 m

1.50 m

Fill Side

6.00 m

Heel 3.00 m

3.00 m

4.00 m

2.50 m

10.00 m

é

ù ú ë (1 ± 0.5a ) û

l = tan -1 ê The value of l is given by,

2/CANT_RET_RC_R5x.XLS/DSA

a

éæ ù ö ÷ êç ú w a ÷ s ú l = tan -1 êçç ÷ ê æ ö (1 ± 0.5a ) ú êç ç 1 - ws ÷ ÷ ú øø ê ú ëè è û

Toe

éæ ù ö ÷ êç ú w a ÷ s ú l = tan -1 êçç ê æ ö ÷ (1 ± 0.5a ) ú êç ç 1 - ws ÷ ÷ ú øø ê ú ëè è û

for saturated condition,

l

rad.

deg.

For dry backfill

0.147

8.424

For sat.backfill

0.288

16.498

The coefficient of active earth pressure is calculated and as listed below.

é ù ê ú ê ú Cos2 (f - l - a) 1 Ca = (1 ± av ) ê ú Cosl Cos2a Cos(d + a + l) ê æ Sin(f + d ) Sin(f -y - l) ö 12 ú ê1 + çç Cos(a -y ) Cos(d + a + l ) ÷÷ ú ø û ë è drybackfill l[deg]= 2

0.0000

drysatsat. backfill+e backfill+e backfill q q 0.0000 8.4236 16.4977

COS(F-a-l) =[A]

0.8200

0.8200

0.9176

0.9776

COS(l)=[B]

1.0000

1.0000

0.9892

0.9588

COS(a) =[C]

0.9927

0.9927

0.9927

0.9927

COS(d+a+l)=[D]

0.9664

0.9851

0.9183

0.8957

SIN(F+d)=[E]

0.6428

0.5736

0.6428

0.5736

SIN(F-y - l )=[F]

0.5000

0.5000

0.3677

0.2335

COS(a - y)=[G]

0.9963

0.9963

0.9963

0.9963

[B] X [C] X [D] =

0.9593

0.9779

0.9018

0.8526

[ 1 / (1 + ([E] X [F]/[D] X [G])^.5))^2)

0.4017

0.4214

0.4396

0.5195

Coeff.=K=

0.343

0.353

0.447

0.596

2

1 ] Coefficient of earth pressure for dry / moist condition

Km

0.3434

Ks

0.3533

2 ] Coefficient of earth pressure for saturated backfill

3/CANT_RET_RC_R5x.XLS/DSA

2

3 ] Coefficient of earth pressure for dry/moist backfill [with E.Q]

Kme

0.4473

Kse

0.596

4 ] Coefficient of earth pressure for saturated backfill [with E.Q]

moments about toe DETAILS

SL. NO.

I

Self weight of wall

V

H

L.A

M

t

t

m

t-m

(1)=

56.250

4.750

267.19

(2)=

28.125

4.500

126.56

(3)=

62.500

5.000

312.50

TOTAL

146.875

706.25

1 2

3

II

UPLIFT: Uplift force

10.00 m

-87.500

17.50 m

3.333

-87.500

-291.67 -291.67

select for uplift

III

HORIZONTAL WATER PRESSURE

IV

EARTH PRESSURE

Total earth pressure on wall

-76.56

5.833

-446.61

-82.67

6.042

-499.50

-

6.482

35.81

-83.919

Horizontal component

-

Vertical component

14.427

Weight of soil on heel slab Dry/moist weight of soil=Vd

0.000

8.500

0.00

Weight of saturated soil=Vsat

90.000

8.500

765.00

Total

163.802

-159.23

269.27

EFFECT OF EARTH QUAKE On wall

4/CANT_RET_RC_R5x.XLS/DSA

a) Horizontal component (1)=

-7.907

8.750

-69.19

(2)=

-3.021

5.833

-17.63

(3)=

-1.286

Total

0.000

-3.86

-12.214

-90.67

b) Vertical component (1)=

-3.954

4.750

-18.78

(2)=

-1.511

4.500

-6.80

(3)=

-0.643

5.000

-3.21

Total

-6.107

-28.79

On earth pressure Dynamic increment of Earth pressure a) For moist/dry backfill

0.312

b) For saturated backfill

0.727

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

-46.747

-350.599

-58.961

-470.061

Total

DETAILS

-6.107

UNIT

STATIC

DYNAMIC

SV

t

163.802

157.695

SH

t

-159.232

-218.193

SM

t-m

269.273

-200.787

LEVER ARM

m

1.644

-1.273

ECCENTRICITY

m

3.356

6.273

NORMAL STRESS

t/sq.m

16.380

15.769

BENDING STRESS

t/sq.m

32.984

59.356

STRESS AT [HEEL]

t/sq.m

-16.604

-43.586

STRESS AT [TOE]

t/sq.m

49.364

75.125

< S.B.C- HENCE OKAY FACTOR OF SAFETY[O.T]

1.218

1.218

FACTOR OF SAFETY [SLD]

2.913

2.098

point of zero pressure=

2.517 m from heel

3.672 m from heel

Distance from toe=

7.483 m

6.328 m

Stress at B=

3.187 t/sq.m

-5.239 t/sq.m

Stress at G=

22.977 t/sq.m

27.641 t/sq.m 49.36 t/m²

5/CANT_RET_RC_R5x.XLS/DSA

10.00 m

0.00 m -16.60 t/m²

STRESS DIAGRAM(STATIC CONDITION)

10.00 m

0.00 m

75.13 t/m²

-43.59 t/m²

STRESS DIAGRAM(EARTH QUAKE EFFECT CONDITION)

B

C

heel D

3.000 3.2

-17

E

-44

-5.2

E.Q.(t/sq.m)

3.000 #### ####

Static(t/sq.m)

49.4

F 4.000

75.1

toe

G

Intensity of pressur at B

22.977

t/sq.m

Intensity of pressur at G

3.187

t/sq.m

Self weight of slab

6.250

t/sq.m

Net upward pressure at D

43.114

t/sq.m

Net upward pressure at B

16.727

t/sq.m

Bending moment at B

174.186

t-m

Effective depth

138.117

cm

Overall depth

225.000

cm

DESIGN OF TOE SLAB

6/CANT_RET_RC_R5x.XLS/DSA

Fill side

Depth provided

225.000

cm

Effective depth

220.000

cm

Area of steel

46.108

sq.cm

45.000

sq.cm

Dia of bar

16.000

mm

Area of bar

2.011

sq.cm

spacing is

4.361

cm

Min steel

0.200 %

Spacing provided (A)

16 mm @

25

mm c/c

Area of steel provided=Ast=

80.425

sq.cm

Percentage of steel=

0.357

%

Distribution steel

11.250

sq.cm

Dia of bar

12

mm

spacing is

10.053

cm

Spacing provided (B)

12 mm @

105

mm c/c

A

B CHECK FOR SHEAR Thickness of slab at the end (B)

225.000

cm

Thickness of slab at the (Z-Z')

168.750

cm

Stress at (Z-Z')

31.982

t/sq.m

S.F.

41.004

t

to be interpolated for tension condn.

Shear stress

2.430

kg/sq.cm

24.299

t/sq.m

Ast/bd=

0.357

%

Critical shear

2.692

kg/sq.cm