Calculation of Retaining wall (Cantilever H = 3 M)

7/25/2019 Calculation of Retaining wall (Cantilever H = 3 M)

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[GeoStructural Analysis - Cantilever Wall | version 5.16.13.0 | Copyright 2013 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Cantilever wall analysis

Input data

Project

Date : 08/02/2015Settings

Standard - EN 1997 - DA2Materials and standards

Concrete structures :Coefficients EN 1992-1-1 :

EN 1992-1-1 (EC2)standard

Wall analysis

Active earth pressure calculation :Passive earth pressure calculation :Earthquake analysis :Shape of earth wedge :Base key :

Verification methodology :Design approach :

CoulombCaquot-KeriselMononobe-OkabeCalculate as skewThe base key is considered as inclined footing bottom

according to EN 19972 - reduction of actions and resistances

Partial factors on actions (A)

Permanent design situation

Permanent actions :

Variable actions :

Water load :

G=

Q=

w=

Unfavourable

1.35

1.50

1.35

[]

[]

[]

Favourable

1.00

0.00

[]

[]

Partial factors for resistances (R)


Partial factor on overturning :

Partial factor on sliding resistance :

Partial factor on bearing capacity :

Re=

Rh=

Rv=

1.40

1.10

1.40

[]

[]

[]

Partial factors for variable actions


Factor for combination value :

Factor for frequent value :

Factor for quasi-permanent value :

0=

1=

2=

0.70

0.50

0.30

[]

[]

[]

Material of structure

Unit weight= 23.56 kN/m3Analysis of concrete structures carried out according to the standard EN 1992-1-1 (EC2).

Concrete : C 20/25Cylinder compressive strength

Tensile strength

fckfct

=

=

20.00

2.20

MPa

MPa

Longitudinal steel : B500Yield strength f yk = 390.00 MPa

Geometry of structure

No. Coordinate

X [m]

Depth

Z [m]

12

0.000.00

0.002.70


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2


No. Coordinate

X [m]

Depth

Z [m]

3

4

5

6

7

8

9

10

11

0.70

0.70

0.70

0.40

0.40

-0.90

-0.90

-0.40

-0.20

2.70

3.00

3.20

3.20

3.00

3.00

2.70

2.70

0.00

The origin [0,0] is located at the most upper right point of the wall.Wall section area = 1.35 m2.Basic soil parameters

No. Name Patternef

[]

cef

[kPa]

[kN/m3]

su

[kN/m3]

[]

1

2

Clayey sand (SC)

High plasticity clay (CH,CV,CE),consistency stiff Sr > 0.8

27.00

15.00

8.00

10.00

18.50

20.50

9.50

11.50

9.00

5.00

Soil parameters to compute pressure at rest

No. Name Pattern Type

calculation

[]

[]

OCR

[]

Kr

[]

1

2

Clayey sand (SC)


cohesionless

cohesive

27.00

-

-

0.42

-

-

-

-

Soil parameters

Clayey sand (SC)Unit weight :

Stress-state :Angle of internal friction :

Cohesion of soil :

Angle of friction struc.-soil :

Soil :

Saturated unit weight :

effective

efcefcohesionless

sat

=

=

=

=

=

18.50

27.00

8.00

9.00

19.50

kN/m3

kPa

kN/m3High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8Unit weight :


Cohesion of soil :

Angle of friction struc.-soil :

Soil :Poissons ratio :


effective

efcefcohesive

sat

=

=

=

=

=

=

20.50

15.00

10.00

5.00

0.42

21.50

kN/m3

kPa

kN/m3


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3


Geological profile and assigned soils

No. Layer

[m] Assigned soil Pattern

1

2

3

4

1.00

2.00

1.00

-

Clayey sand (SC)

Clayey sand (SC)

Clayey sand (SC)

High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8

Terrain profile

Terrain behind the structure is flat.Water influence

GWT behind the structure lies at a depth of 2.00 mUplift in foot. bottom due to different pressures is not considered.Input surface surcharges

No. Surcharge

new change Action

Mag.1

[kN/m2]

Mag.2

[kN/m2]

Ord.x

x [m]

Length

l [m]

Depth

z [m]

1 YES permanent 10.00 0.00 7.00 on terrain

Resistance on front face of the structure

Resistance on front face of the structure is not considered.Settings of the stage of construction

Design situation : permanentThe wall is free to move. Active earth pressure is therefore assumed.

Verification No. 1

Forces acting on construction

Name Fhor

[kN/m]

App.Pt.

z [m]

Fvert

[kN/m]

App.Pt.

x [m]

Coeff.

overtur.

Coeff.

sliding

Coeff.

stress

Weight - wall

Weight - earth wedge

Active pressure

Water pressureUplift pressure

Surch.1 - strip

0.00

0.00

15.36

7.200.00

4.99

-0.95

-0.74

-0.65

-0.20-3.00

-0.83

31.81

4.34

19.83

0.000.00

3.99

0.80

1.12

1.29

0.900.90

1.20

1.000

1.000

1.350

1.3501.000

1.350

1.000

1.000

1.350

1.3501.000

1.350

1.350

1.350

1.350

1.3501.000

1.350

Verification of complete wall

Check for overturning stabilityResisting moment

Overturning moment

MresMovr

=

=

50.80

21.00

kNm/m

kNm/m

Wall for overturning is SATISFACTORY

Check for slipResisting horizontal force

Active horizontal force

HresH

act

=

=

43.60

28.44

kN/m

kN/m

Wall for slip is SATISFACTORY


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Overall check - WALL is SATISFACTORY

Maximum stress in footing bottom : 59.46 kPa

Bearing capacity of foundation soilForces acting at the centre of the footing bottom

No. Moment

[kNm/m]

Norm. force

[kN/m]

Shear Force

[kN/m]

Eccentricity

[m]

Stress

[kPa]

1

2

4.09

4.52

84.94

72.39

26.37

27.93

0.09

0.11

59.46

52.28

Spread footing verification

Input data

Settings

Standard - EN 1997 - DA2Materials and standards

Concrete structures :Coefficients EN 1992-1-1 :

EN 1992-1-1 (EC2)standard

Settlement

Analysis method :Restriction of influence zone :Coeff. of restriction of influence zone :

Analysis using oedometric modulusby percentage of Sigma,Or10.0 [%]

Spread Footing

Analysis for drained conditions :Verification methodology :Design approach :

EC 7-1 (EN 1997-1:2003)according to EN 19972 - reduction of actions and resistances



Permanent actions : G=

Unfavourable

1.35 []

Favourable

1.00 []



Partial factor on vertical bearing capacity :

Partial factor on sliding resistance :

Rvs=

Rhs=

1.40

1.10

[]

[]

Basic soil parameters

No. Name Pattern ef

[]

cef

[kPa]

[kN/m3]

su

[kN/m3]

[]

1

2

Clayey sand (SC)


27.00

15.00

8.00

10.00

18.50

20.50

9.50

11.50

9.00

5.00

Soil parameters to compute pressure at rest


calculation

[]

[]

OCR

[]

Kr

[]

1 Clayey sand (SC) cohesionless 27.00 - - -


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calculation

[]

[]

OCR

[]

Kr

[]

2 High plasticity clay (CH,CV,CE),

consistency stiff Sr > 0.8 cohesive - 0.42 - -

Soil parameters


Angle of internal friction :

Cohesion of soil :

Oedometric modulus :


efcefEoedsat

=

=

=

=

=

18.50

27.00

8.00

12.50

19.50

kN/m3

kPa

MPa

kN/m3

High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8Unit weight :


Cohesion of soil :Oedometric modulus :


ef

cefEoedsat

=

=

==

=

20.50

15.00

10.0012.50

21.50

kN/m3

kPaMPa

kN/m3

Foundation

Foundation type: strip footingDepth from original ground surface

Depth of footing bottomFoundation thicknessIncl. of finished grade

Incl. of footing bottom

hzdts1s2

=

===

=

3.20

0.000.300.00

7.13

m

mm

Unit weight of soil above foundation = 18.50 kN/m3

Geometry of structure

Foundation type: strip footingOverall strip footing lengthStrip footing width (x)Column width in the direction of xVolume of strip footing

====

3.001.600.100.48

mmmm3/m

Inserted loading is considered per unit length of continuous footing span.Material of structure

Unit weight= 23.56 kN/m3

Analysis of concrete structures carried out according to the standard EN 1992-1-1 (EC2).

Concrete : C 20/25Cylinder compressive strength

Tensile strength

Elasticity modulus

fckfctEcm

=

=

=

20.00

2.20

30000.00

MPa

MPa

MPa

Longitudinal steel : B500Yield strength f yk = 390.00 MPa

Transverse steel: B500Yield strength f yk = 500.00 MPa


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Geological profile and assigned soils

No. Layer

[m] Assigned soil Pattern

1

2

3

4

1.00

2.00

1.00

-

Clayey sand (SC)

Clayey sand (SC)

Clayey sand (SC)


Load

No. Load

new changeName Type

N

[kN/m]

My

[kNm/m]

Hx

[kN/m]

12

3

4

YESYES

YES

YES

LC 1LC 2

LC 3

LC 4

ServiceDesign

Service

Design

78.4378.43

65.88

65.88

-3.82-3.82

-3.86

-3.86

-26.37-26.37

-27.93

-27.93

Ground water table

The ground water table is at a depth of 2.00 m from the original terrain.Global settings

Analysis type : analysis for drained conditionsSettings of the stage of construction

Design situation : permanent

Verification No. 1

Load case verification

Name Self w.

in favor

ex

[m]

ey

[m]

[kPa]

Rd

[kPa]

Utilization

[%]Is satisfied

LC 2

LC 2

LC 4

LC 4

Yes

No

Yes

No

-0.05

-0.05

-0.06

-0.06

0.00

0.00

0.00

0.00

56.49

57.91

49.08

50.49

82.06

82.74

75.37

76.25

68.84

69.99

65.12

66.22

Yes

Yes

Yes

Yes

Analysis carried out with automatic selection of the most unfavourable load cases.Computed self weight of strip foundationComputed weight of overburden

GZ

==

8.790.00

kN/mkN/m

Vertical bearing capacity check

Shape of contact stress : rectangleMost severe load case No. 2. (LC 2)

Parameters of slip surface below foundation:Depth of slip surface

Length of slip surface

zsplsp

=

=

1.83

4.74

m

m

Design bearing capacity of found.soil

Extreme contact stress

Rd

=

=

82.74

57.91

kPa

kPaBearing capacity in the vertical direction is SATISFACTORY


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Horizontal bearing capacity check

Most severe load case No. 4. (LC 4)Earth resistance: not consideredFriction angle foundation-footing bottomCohesion foundation-footing bottom

a

==

27.008.00

kPa

Horizontal bearing capacity

Extreme horizontal force

RdhH

=

=

33.53

27.93

kN

kN

Bearing capacity in the horizontal direction is SATISFACTORY

Bearing capacity of foundation is SATISFACTORY

Verification No. 1

Settlement and rotation of foundation - input data

Analysis carried out with automatic selection of the most unfavourable load cases.

Analysis carried out with accounting for coefficient1(influence of foundation depth).Stress at the footing bottom considered from the finished grade.Computed self weight of strip foundationComputed weight of overburden

GZ

==

6.510.00

kN/mkN/m

Settlement of mid point of longitudinal edgeSettlement of mid point of transverse edge 1Settlement of mid point of transverse edge 2

===

3.85.04.2

mmmmmm

(1-max.compressed edge; 2-min.compressed edge)Settlement and rotation of foundation - results

Foundation stiffness:Computed weighted average modulus of deformation Edef= 6.13 MPa

Foundation in the longitudinal direction is rigid (k=32.28)Foundation in the direction of width is rigid (k=132.22)

Overall settlement and rotation of foundation:Foundation settlementDepth of influence zone

==

5.13.03

mmm

Rotation in direction of width = 0.487 (tan*1000)

Dimensioning No. 1

Forces acting on constructionName Fhor

[kN/m]

App.Pt.

z [m]

Fvert

[kN/m]

App.Pt.

x [m]

Coeff.

moment

Coeff.

norm.force

Coeff.

shear for.

Weight - wall

Pressure at rest

Water pressure

Uplift pressure

Surch.1 - strip

0.00

35.59

2.44

0.00

11.01

-1.20

-0.92

-0.23

-2.70

-1.45

19.07

0.00

0.00

0.00

0.00

0.24

0.40

0.40

0.40

0.40

1.000

1.350

1.350

1.000

1.350

1.350

1.000

1.000

1.000

1.000

1.000

1.350

1.350

1.000

1.350

Wall stem check

Reinforcement and dimensions of the cross-sectionBar diameter

Number of barsReinforcement cover

=

==

13.0

530.0

mm

mm


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Cross-section widthCross-section depth

==

1.000.40

mm

Reinforcement ratio

Position of neutral axis

Ultimate shear forceUltimate moment

x

VRdMRd

=

=

==

0.18

0.02

130.7779.89

%

m

kNkNm

>

>

0.15

0.24

66.2065.81

%

m

kNkNm

=

=

==

minxmax

VEdMEd

Cross-section is SATISFACTORY.

Dimensioning No. 2


Name Fhor

[kN/m]

App.Pt.

z [m]

Fvert

[kN/m]

App.Pt.

x [m]

Design

coefficient

Weight - wall

Weight - earth wedge

Active pressure

Water pressure

Uplift pressure

Surch.1 - strip

0.00

0.00

15.36

7.20

0.00

4.99

-0.95

-0.74

-0.65

-0.20

-3.00

-0.83

31.81

4.34

19.83

0.00

0.00

3.99

0.80

1.12

1.29

0.90

0.90

1.20

1.350

1.350

1.350

1.350

1.000

1.350

Front wall jump check

Reinforcement and dimensions of the cross-sectionBar diameterNumber of barsReinforcement coverCross-section widthCross-section depth

=====

13.05

30.01.000.30

mm

mmmm

Reinforcement ratioPosition of neutral axis

Ultimate shear force

Ultimate moment

x

VRdMRd

==

=

=

0.250.02

105.57

57.41

%m

kN

kNm

>

>

0.150.18

36.40

10.53

%m

kN

kNm

==

=

=

minxmaxVEdMEd


Dimensioning No. 3


Name Fhor

[kN/m]

App.Pt.

z [m]

Fvert

[kN/m]

App.Pt.

x [m]

Design

coefficient

Weight - wallWeight - earth wedge

Active pressure

Surch.1 - strip

Contact tractions

Gravity surch. 1

0.000.00

15.36

4.99

0.00

0.00

-0.15-0.74

-0.65

-0.83

0.00

-3.00

4.954.34

19.83

3.99

-29.95

0.05

1.251.12

1.29

1.20

1.23

0.90

1.3501.350

1.350

1.350

1.000

1.350

Back wall jump check

Reinforcement and dimensions of the cross-sectionBar diameterNumber of barsReinforcement cover

Cross-section widthCross-section depth

===

==

13.05

30.0

1.000.30

mm

mm

mm


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Reinforcement ratio

Position of neutral axis

Ultimate shear force

Ultimate moment

x

VRdMRd

=

=

=

=

0.25

0.02

105.57

57.41

%

m

kN

kNm

>

>

0.15

0.18

14.81

5.81

%

m

kN

kNm

=

=

=

=

minxmaxVEdMEd


Slope stability analysis

Input data

Project

Settings

Standard - EN 1997 - DA2Stability analysis

Verification methodology :Design approach :

according to EN 19972 - reduction of actions and resistances



Permanent actions :

Variable actions :

Water load :

G=

Q=

w=

Unfavourable

1.35

1.50

1.35

[]

[]

[]

Favourable

1.00

0.00

[]

[]



Partial factor on sliding resistance (on slip surface) : Rs= 1.10 []

Interface

No. Interface location Coordinates of interface points [m]

x z x z x z

1

2

3

0.00

-10.00

-0.40

10.00

0.00

0.70

0.00

-3.00

-2.70

0.00

-1.00

-3.00

0.00

-0.90

-0.20

0.00

10.00

-1.00

-3.00

0.00

-2.70

-3.00

10.00

-0.90

0.00

0.70

-1.00

-2.70

0.00

-2.70


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No. Interface location Coordinates of interface points [m]

x z x z x z

4

5

6

-0.90

0.70

0.70

-10.00

-3.00

-3.20

-3.00

-4.00

0.40

0.70

0.00

-3.00

-3.20

-4.00

0.40

10.00

10.00

-3.20

-3.20

-4.00

Soil parameters - effective stress state

No. Name Patternef

[]

cef

[kPa]

[kN/m3]

1

2

Clayey sand (SC)


27.00

15.00

8.00

10.00

18.50

20.50

Soil parameters - uplift

No. Name Patternsat

[kN/m3]

s

[kN/m3]

n

[]

1

2

Clayey sand (SC)


19.50

21.50

Soil parameters



Cohesion of soil :


effective

efcefsat

=

=

=

=

18.50

27.00

8.00

19.50

kN/m3

kPa

kN/m3


Unit weight :Stress-state :

effective

= 20.50kN/m3


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Cohesion of soil :


efcefsat

=

=

=

15.00

10.00

21.50

kPa

kN/m3

Rigid bodies

No. Name Sample

[kN/m3]

1 Wall material 23.56

Assigning and surfaces

No. Surface position Coordinates of surface points [m]

x z x z

Assigned

soil

1

2

3

4

5

0.00

10.00

0.00

0.70

10.00

0.700.00

0.00

-0.40

-0.90

0.40

0.70

10.00

0.00

10.00

0.40

-0.90

-10.00

0.00

-1.00

-2.70

-3.00

-1.00

-3.00-2.70

0.00

-2.70

-3.00

-3.20

-3.20

-3.00

-4.00

-3.20

-3.20

-3.00

-4.00

0.00

10.00

0.70

10.00

0.00

0.700.00

-0.20

-0.90

0.40

0.70

10.00

0.70

10.00

0.70

0.40

-10.00

-1.00

0.00

-2.70

-3.00

-1.00

-2.70-1.00

0.00

-2.70

-3.00

-3.20

-3.20

-3.00

-4.00

-3.20

-3.00

-3.00

Clayey sand (SC)

Clayey sand (SC)

Wall material

Clayey sand (SC)

Clayey sand (SC)


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No. Surface position Coordinates of surface points [m]

x z x z

Assigned

soil

6

0.00

-10.00

10.00

-4.00

-9.00

-4.00

-10.00

10.00

-4.00

-9.00

g p a s c y c a y(CH,CV,CE), consistencystiff Sr > 0.8

Surcharge

No. Type Type of actionLocation

z [m]

Origin

x [m]

Length

l [m]

Width

b [m]

Slope

[]

Magnitude

q, q1, f, F q2 unit

1 strip permanent on terrain x = 0.00 l = 7.00 0.00 10.00 kN/m2

Water

Water type : GWT

No. GWT location Coordinates of GWT points [m]x z x z x z

1

-10.00

10.00

-3.20

-2.00

0.00 -3.20 0.05 -2.00

Tensile crack

Tensile crack not inputted.

Earthquake

Earthquake not included.

Settings of the stage of construction

Design situation : permanent

Results (Stage of construction 1)

Analysis 1

Circular slip surface

Slip surface parameters

Center :

Radius :

x =

z =R =

-1.55

0.906.49

[m]

[m][m]

Angles :1=

2=

-53.06

82.03

[]

[]

The slip surface after optimization.

Slope stability verification (Bishop)Sum of active forces :

Sum of passive forces :

Sliding moment :

Resisting moment :

Fa=

Fp=

Ma=

Mp=

256.03

337.36

1661.65

1990.41

kN/m

kN/m

kNm/m

kNm/m

Utilization : 83.5 %

Slope stability ACCEPTABLE

Calculation of Retaining wall (Cantilever H = 3 M)

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