Design of Retaining Wall Type1 as Per ACI-318-95

Prepared by : ABQuadri

Date :

Verified by :

Date : 05-08-2011

Job No. :

AbqConsultants

Revision Notes :

CALCULATIONSHEET

Project:

Sheet Con t't'

Al-Atiqimixingplant

Subject : DesignofRetainingWallwithconcloadasperACI-318M-95

Description : retainingwall@gl2&3

CALCULATION DesignofRetainingWallasperACI318-95M InputDataincellsmkd

only 30

MPa

SteelStrength,fy

410

MPa

SoilBearingCapacity(gross)-SBC

160

Kn/m2

 ω

16

Kn/m3

θ

30

 ω

18

θ

30

UnitWeightofSoil/water Angleofrepose UnitWeightofSoilatbase Angleofrepose

25 H1

DepthofSoil

H2

Kn/m3

B

4000 mm

DepthofFooting

T

WallThicknessatTop

600 200

mm mm

WallThicknessatBase

400

mm

Surcharge

q

20

mm

BarDiameterforWall

12

mm

B1

WallthicknessatBase. 400 mm

0 0 6 1

0 0 6

BaseSoil:

toe

Kn/m2 B=

 ω

18

θ

30

T

heel

4000

1000 mm

Active Soil Pressure Ka 0.33 34.0

B1

H2

20

23.04

30

Backside

1000

BarDia.forFooting

Pp

16

θ

0 0 1 5

5100 m 1600 m

WidthofFooting

1.00

 ω

10.0 kn

TotaldepthofSoil

Kp

Kn/m2 surcharge

Fill:

Frontside

WindloadPw@1mabovetop. UnitWeightofConcrete

Pa2

20

Kn/m3

10.0 kn

69.4

Pww Pwwin ind dlo load ad@ @1 1m mab abov ove e 10.0 kn

200 mm

ConcloadP

Pa1

kn P=

Topwallthickness

DESIGNDATA ConcreteStrength,fc'

WidthfromFront

10.0

Design Summary Qmax 130

Kn

Qmin

PassiveSoilPressure O.T.

3.0 69.12 Kn

Slid.

W 2 W2

W1 W1

41.34 o.k. o.k.

CheckingOverturning

W3

Part

ResistingMomentatToe Weight Arm Moment

W1

( Kn ) 187.20

(m) 2.70

( Kn.m ) 505.44

W2

22.50

1.30

29.25

W3

11.25

1.13

12.75 120.00

W4

60.00

2.00

Pconc

10.00

1.30

13.00

Sur

52.00

2.70

140.40

Total

342.95

2600 W4 2000

820.84

OverturningMomentatToe Pa1

69.36

1.70

117.91

Pa2

34.00

2.55

86.70

Pwind

10.00

6.10

61.00

Pp

-23.04

0.53

-12.29

Total

90.32

Pa2

253.32

OverturningFactor=

3.24

6 >1.75O.K.

CheckingSliding Resisting force = Sliding force = Sliding Factor

=

267.12 Kn 103.36 Kn 2.58

Pp

2 / 1 H

5

Pa1 Pa1 3 / 1 H

>1.5O.K.

PrepBy:ABQuadri-AbqConsultants-9959010210-em-abquadri@yahoo.com-12-2-826/2RoyalResidency,BesidesAmbatalkies,Mehdipatnam,Hyderabad-India.500028-www.abconsultants.com.

H1

Prepared by : A B Quadri

Date :

Verified by :

Date : 05-08-2011

Job No. :

AbqConsultants

Revision Notes :


Project:

Sheet Con t'


Subject : Design of Retaining Wall with conc load as per ACI -318M-95

Description : retaining wall @ gl 2 & 3

CALCULATION

SoilPressureAtServiceLoads [Qa=R/B(1+6e/B)] NetMom.aroundToe.= ResultantForce=

567.52

Kn.m

342.95

Kn

DistancefromToe(x)= Eccentricity(e)= Qamax(Kn/m2)=

1.655

m

0.35

m

130.13

Qamin(Kn/m2)=

41.34

Kn/m2 130 no Kn/m2 41 uplift

ToeAnalysisandDesign 221.2 Qa(ultimate)

Kn/m2

c/lofbase

Vu(ultimate) Vc

221.2 407

Kn Kn

Mu(ultimate) r %

110.6 0.20

Kn.m

Asrequired Reinforcement 15

1050 4

mm2 Φ

Φ

@

OK

Toe

Heel 1655

20 150

345

e R

x

2600 mm/mwidtn

4000 Qamin 41

HeelAnalysisandDesign Distance(y) 2.60 Qa(ultimate) Vu(ultimate)

168 405

Vc Mu(ultimate) r %

407 527

Asreduired Reinforcement 25

m

Qamax 130 kn/m2

Kn/m2 Kn

OK

99.1

Locationfromtop

kn/m2

SoilPressure

Kn Kn.m

0.57 3018

mm2

10

Φ

Φ

@

20 150

R/f@ top

R.C.WallAnalysisandDesign

% from top

kn/m2

Q1

Mu

Thk.

r

As

Reinforcement

Vu

Vc

Kn

Kn

SpacingifBardia providedbyuser

BarDiaifConst spacing=

Kn.m

mm

%

mm2

0.10

@

0.45

m

18.66

220

0.20

390

4

Φ

12

6 .0 18 1 51 .3

14

@

394.7

9

150 @

mm

0.20

@

0.90

m

28.30

240

0.20

430

4

Φ

12

1 3.8 7 1 66 .8

14

@

358

10

@

150

0.30

@

1.35

m

41.59

260

0.22

516.964

5

Φ

12

2 3.5 6 1 82 .3

14

@

297.8

10

@

150

0.40

@

1.80

m

59.22

280

0.27

680.978

7

Φ

12

3 5.0 9 1 97 .9

14

@

226.1

12

@

150

150

0.50

@

2.25

m

81.86

300

0.32

876.646

8

Φ

12

4 8.4 5 2 13 .4

14

@

175.6

13

@

150

0.60

@

2.70

m

110.20

320

0.37

1105.24

10

Φ

12

6 3.6 5 2 28 .9

14

@

139.3

15

@

150

0.70

@

3.15

m

144.92

340

0.43

1367.91

13

Φ

12

8 0.6 8 2 44 .4

14

@

112.5

17

@

150

0.80

@

3.60

m

186.70

360

0.50

1665.77

15

Φ

12

9 9.5 5 2 59 .9

16

@

120.7

18

@

150

0.90

@

4.05

m

236.22

380

0.56

1999.89

18

Φ

12

1 20 .3 2 75 .5

20

@

157.1

20

@

150

1.00

@

4.50

m

294.15

400

0.63

2371.34

21

Φ

12

142.8

291

24

@

190.8

22

@

150

2.25

m

81.86

400

0.20

750

7

Φ

12

48.45

291

22

@

506.8

12

@

150

Designatgivendepth. 0.50

@

y


Prepared by : A B Quadri

Date :

AbqConsultants

Job No. :

Sheet Con t'

Verified by :

Date : 05-08-2011

Revision Notes :


Project:


Subject : Design of Retaining Wall with conc load as per ACI -318M-95

Description : retaining wall @ gl 2 & 3

CALCULATION 200

9

Ø

@

150

mm

0.00

c/c

9

Ø

@

150

mm

c/c 0.45

10

Ø

@

150

mm

c/c

10

Ø

@

150

mm

c/c 0.90

10

Ø

@

150

mm

c/c

10

Ø

@

150

mm

c/c 1.35

10

Ø

@

150

mm

c/c

12

Ø

@

150

mm

c/c 1.80

11

Ø

@

150 mm

11

Ø

@

Ø

@

12

Ø

@

12

12

Ø

Ø

@

15

17

c/c

@ mm

150 c/c

mm

c/c

Ø

@

150

mm

c/c

Ø

@

150

mm

c/c

c/c

3.15 18

Ø

@

150

mm

c/c

c/c

3.60

150

mm

150

2.70

150 mm

@

c/c

150 mm

Ø

2.25

150 mm

11

13 c/c

20

Ø

@

150

mm

c/c 4.05

22

Ø

@

150

mm

c/c 4.50

25

Ø

@

150

mm

c/c 0 0 6

15

1000

400

Ø

@

150

mm

c/c

2600 4000

ReinforcementDetailsofRetainingWall


Design of Retaining Wall Type1 as Per ACI-318-95

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