8 m High Cantilever Earth Retaining Wall Analysis & Design with Water Pressure & Earthquake Actions (EN1992 1-1-EC 2)

1. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Cantilever wall analysis
Input data
Project
Task
: Cantilever Wall
Part
: v.1.2
Descript. : Cantilever Earth Retaining Wall of 8 m High with Water Pressure & Earthquake Actions
Author
: Dr. Costas Sachpazis
Customer : A.K.C. Construction SA
Date
: 07-Dec-13
Name : Project
Stage : 1
5.00
0.40
25.00
3.00
3.00
1.00
9.50
5.00
4.00
12.50:1
8.00
+z
9.00
2.00
1.00
1.00
3.00
6.00
0.0800
1.50
2.00
3.00
+z
1.00
0.0400
8.00
+x
1: 20.00
10.00
10.04
0.20
Material of structure
Unit weight γ = 24.00 kN/m3
Analysis of concrete structures carried out according to the standard EN 1992 1-1 (EC2).
Concrete : C 40/50
Longitudinal steel : B500
Name : Material
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
1

2. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Material
Stage : 1
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Geometry of structure
Coordinate
Depth
No.
X [m]
Z [m]
1
0.00
0.00
2
0.00
8.00
3
6.00
8.00
4
6.00
9.00
5
6.00
9.50
6
5.00
9.50
7
5.00
9.00
8
-4.04
9.00
9
-4.04
8.00
10
-1.04
8.00
11
-0.40
0.00
The origin [0,0] is located at the most upper right point of the wall.
Wall section area = 16.30 m2.
Name : Geometry
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
2

3. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Geometry
Stage : 1
0.40
9.00
12.50:1
8.00
9.50
1.00
3.00
6.00
1.00
1.50
2.00
3.00
1.00
10.04
0.20
Basic soil parameters
No.
Name
Pattern
cef
ϕef
[°]
[kPa]
γsu
γ
[kN/m3]
δ
[°]
[kN/m3]
1
High plasticity clay (CH,CV,CE),
consistency soft
15.00
5.00
20.50
11.00
12.00
2
Sandy clay (CS), consistency stiff Sr <
0.8
24.50
33.00
18.50
9.00
18.00
3
Clayey gravel (GC)
30.00
6.00
19.50
10.00
24.00
Soil parameters to compute pressure at rest
No.
Name
Pattern
Type
calculation
ϕ
[°]
Kr
OCR
[-]
ν
[-]
[-]
1
High plasticity clay (CH,CV,CE),
consistency soft
cohesive
-
0.42
-
-
2
Sandy clay (CS), consistency stiff Sr <
0.8
cohesive
-
0.35
-
-
3
Clayey gravel (GC)
30.00
-
-
-
cohesionless
Soil parameters
High plasticity clay (CH,CV,CE), consistency soft
Unit weight :
= 20.50 kN/m3
γ
Stress-state :
effective
Angle of internal friction :
ϕef = 15.00 °
cef =
Cohesion of soil :
5.00 kPa
Angle of friction struc.-soil :
δ = 12.00 °
Soil :
cohesive
Poisson's ratio :
0.42
ν =
Saturated unit weight :
γsat = 21.00 kN/m3
W: www.geodomisi.com, E: info@geodomisi.com
3

4. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Sandy clay (CS), consistency stiff Sr < 0.8
Unit weight :
= 18.50 kN/m3
γ
Stress-state :
effective
Angle of internal friction :
ϕef = 24.50 °
cef = 33.00 kPa
Cohesion of soil :
Angle of friction struc.-soil :
δ = 18.00 °
Soil :
cohesive
Poisson's ratio :
0.35
ν =
Saturated unit weight :
γsat = 19.00 kN/m3
Clayey gravel (GC)
Unit weight :
Stress-state :
Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :
Saturated unit weight :
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
= 19.50 kN/m3
γ
effective
ϕef = 30.00 °
cef =
6.00 kPa
= 24.00 °
δ
cohesionless
γsat = 20.00 kN/m3
Name : Soils
Stage : 1
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Geological profile and assigned soils
Layer
No.
Assigned soil
[m]
1
2.00 High plasticity clay (CH,CV,CE), consistency soft
2
Pattern
5.00 Sandy clay (CS), consistency stiff Sr < 0.8
3
-
Clayey gravel (GC)
Name : Profile and assignment
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
4

5. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
No.
Layer
[m]
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Assigned soil
Pattern
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Terrain profile
Terrain behind construction has the slope 1: 20.00 (slope angle is 2.86 °).
Name : Terrain
Stage : 1
1: 20.00
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Water influence
GWT behind the structure lies at a depth of 4.00 m
GWT in front of the structure lies at a depth of 8.00 m
Subgrade at the heel is not permeable.
Uplift in foot. bottom due to different pressures is considered as linear.
The evolution of tensile cracks is considered in the analyses. Depth of cracks is 0.30 m.
Name : Water
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
5

6. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Water
Stage : 1
4.00
8.00
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Inserted surface loads
Surcharge
No.
Type
new change
1
2
YES
YES
Mag.1
[kN/m2]
Name
Strip Traffic Surcharge
Strip General Surcharge
Mag.2
[kN/m2]
Ord.x
x [m]
16.70
5.00
Name : Surcharge
Length
l [m]
0.00
3.00
3.00
10.00
Depth
z [m]
on terrain
on terrain
Stage : 1
16.70
5.00
3.00
3.00
9.00
10.00
9.50
1.00
2.00
3.00
10.04
0.20
Resistance on front face of the structure
Resistance on front face of the structure: at rest
Soil on front face of the structure - Clayey gravel (GC)
Soil thickness in front of structure h = 1.00 m
Terrain surcharge
f = 1.00 kN/m2
Terrain in front of structure is flat.
Name : FF resistance
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
6

7. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
9.00
9.50
1.00
1.00
2.00
3.00
10.04
0.20
Applied forces acting on the structure
Force
No.
Name
new change
1
YES
Fx
[kN/m]
Force No. 1
-25.00
Fz
[kN/m]
M
[kNm/m]
0.00
x
[m]
0.00
Name : Applied forces
0.00
z
[m]
0.00
Stage : 1
25.00
9.00
+x
9.50
1.00
2.00
3.00
+z
10.04
0.20
Earthquake
Horizontal seismic coefficient
Vertical seismic coefficient
Coeff. to compute point of application
Water below the GWT is free.
Unit weight of soil skeleton Gs = 2.50.
Kh = 0.0800
Kv = 0.0400
k.H =
0.66
Name : Earthquake
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1
7

8. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Earthquake
Stage : 1
9.00
9.50
1.00
2.00
3.00
0.0400
0.0800
10.04
0.20
Base anchorage
Geometry
Spacing
x = 2.00 m
Depth
h = 3.00 m
Hole diameter
d = 0.20 m
Spacing of holes v = 1.00 m
Pull out resistence is derived from parameters
Ultimate bond a
= 20.00 kPa
Safety factor SFe = 1.50
Strength of reinforcement is derived from parameters
ds =
Bar diameter
25.0 mm
Ultimate strength fy = 500.00 MPa
SFt =
Safety factor
1.50
Name : Base anchorage
Stage : 1
9.00
9.50
1.00
2.00
3.00
10.04
0.20
Analysis settings
Active earth pressure calculation - Coulomb (CSN 730037)
W: www.geodomisi.com, E: info@geodomisi.com
8

9. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Passive earth pressure calculation - Caqout-Kerisel (CSN 730037)
Earthquake analysis theory - Mononobe-Okabe
Standard for concrete structures - EN 1992 1-1 (EC2)
Analysis carried out according to classical theory (safety factor)
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Safety factor for slip
= 1.50
Safety factor for overturning
= 1.50
Factor of safety for bearing capacity = 1.50
The wall is free to move. Active earth pressure is therefore assumed.
Verification No. 1
Pressure at rest on front face of the structure - partial results
cd
φd
Layer
Thickness
α
No.
[m]
[°]
1
1.00
[°]
0.00
[kPa]
30.00
6.00
10.00
Pressure at rest distribution on front face of the structure
σZ
σW
Layer
Start [m]
Pressure
No.
End [m]
[kPa]
0.00
1.00
1
[kPa]
0.00
10.00
No.
1
2
3
4
5
6
7
[m]
[°]
0.29
1.77
2.00
3.00
1.00
1.00
0.50
[°]
31.14
31.14
31.14
31.14
31.14
0.00
0.00
[kPa]
15.00
15.00
24.50
24.50
30.00
30.00
30.00
γ
[kN/m3]
5.00
5.00
33.00
33.00
6.00
6.00
6.00
20.50
20.50
18.50
9.00
10.00
10.00
10.00
Active pressure distribution behind the structure (without surcharge)
σZ
σW
Layer
Start [m]
Pressure
No.
1
2
3
4
5
6
End [m]
-0.06
0.23
0.23
2.00
2.00
4.00
4.00
7.00
7.00
8.00
8.00
9.00
[kPa]
0.00
5.92
5.92
42.16
42.16
79.16
79.16
106.16
106.16
116.16
116.16
126.16
[kPa]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
30.00
30.00
40.00
40.00
40.00
W: www.geodomisi.com, E: info@geodomisi.com
0.500
Hor. comp.
Vert. comp.
[kPa]
0.00
5.00
Active pressure behind the structure - partial results
cd
φd
Layer
Thickness
α
Comment
[kPa]
[kPa]
0.00
0.00
Kr
γ
[kN/m3]
0.00
5.00
Ka
δd
0.00
0.00
Comment
[°]
15.00
15.00
24.50
24.50
30.00
24.00
24.00
0.908
0.908
0.786
0.786
0.735
0.307
0.307
0.00
0.00
0.00
32.90
1.76
30.85
30.85
52.08
72.69
80.04
29.86
32.93
Vert. comp.
[kPa]
[kPa]
Hor. comp.
[kPa]
0.00
0.00
0.00
22.80
0.99
17.41
17.41
29.39
35.08
38.63
27.28
30.08
0.00
0.00
0.00
23.72
1.45
25.47
25.47
42.99
63.66
70.10
12.14
13.39
9

10. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Layer
No.
7
σZ
Start [m]
End [m]
9.00
9.50
[kPa]
126.16
131.16
σW
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Pressure
Hor. comp.
Vert. comp.
[kPa]
[kPa]
[kPa]
[kPa]
40.00
40.00
32.93
34.47
Earthquake effects (active earth pressure) - partial results
Ka
φd
Layer
Thickness
ψ
No.
1
2
3
4
5
6
7
[m]
[°]
0.29
1.77
2.00
3.00
1.00
1.00
0.50
15.00
15.00
24.50
24.50
30.00
30.00
30.00
2
3
4
5
6
7
-0.06
0.23
0.23
2.00
2.00
4.00
4.00
7.00
7.00
8.00
8.00
9.00
9.00
9.50
0.00
5.68
5.68
40.47
40.47
75.99
75.99
101.91
101.91
111.51
111.51
121.11
121.11
125.91
4.76
4.76
4.76
7.91
7.91
7.91
7.91
0.908
0.908
0.781
0.781
0.733
0.307
0.307
Kae-Ka
Comment
1.056
1.056
0.912
1.032
0.987
0.419
0.419
Hor. comp.
Vertical comp.
[kPa]
[kPa]
[kPa]
13.86
13.24
13.24
9.41
8.41
4.91
10.93
5.25
5.36
3.21
1.44
0.48
0.48
0.00
Hor. comp.
[kPa]
-0.06
0.23
2.00
4.00
7.00
8.00
9.00
9.50
Pressure profile due to surcharge - Tensile crack
Point
Depth
Hor. comp.
No.
[m]
[kPa]
W: www.geodomisi.com, E: info@geodomisi.com
0.148
0.148
0.131
0.251
0.254
0.112
0.112
Pressure
125.91
120.23
120.23
85.44
85.44
49.92
49.92
24.00
24.00
14.40
14.40
4.80
4.80
0.00
Water pressure distribution
Point
Depth
No.
[m]
1
2
3
4
5
6
7
8
Kae
13.39
14.02
[°]
Earthquake effects (active earth pressure)
σZ
σD
Layer
Start [m]
No.
End [m]
[kPa]
[kPa]
1
30.08
31.49
9.61
9.17
9.17
6.52
4.75
2.77
6.17
2.96
2.59
1.55
1.31
0.44
0.44
0.00
10.00
9.55
9.55
6.78
6.94
4.06
9.02
4.34
4.69
2.82
0.58
0.19
0.19
0.00
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
30.00
40.00
40.00
40.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Vert. comp.
[kPa]
10

11. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Point
No.
1
2
3
Depth
[m]
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Hor. comp.
[kPa]
-0.06
0.30
0.30
Vert. comp.
[kPa]
0.00
3.00
0.00
Pressure profile due to surcharge - Traffic Surcharge
Point
Depth
Hor. comp.
No.
[m]
[kPa]
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
-0.06
0.00
0.00
0.01
0.01
0.23
0.23
2.00
2.00
4.00
4.00
5.98
5.98
7.00
8.00
9.00
9.50
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
5.00
5.00
5.77
5.70
2.81
2.79
2.92
2.89
0.00
0.00
0.00
0.00
0.00
Pressure profile due to surcharge - General Surcharge
Point
Depth
Hor. comp.
No.
[m]
[kPa]
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
-0.06
0.00
0.00
0.01
0.23
0.60
0.60
2.00
2.00
4.00
4.00
5.98
7.00
7.00
8.00
8.00
9.00
9.50
W: www.geodomisi.com, E: info@geodomisi.com
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.21
5.20
6.01
5.93
4.12
4.08
4.27
4.23
0.00
0.00
0.00
0.00
0.00
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
0.00
0.00
1.69
1.65
0.81
0.79
0.83
0.80
0.79
0.61
0.60
1.20
1.17
1.16
0.00
0.00
0.00
0.00
0.00
0.00
1.76
1.71
1.19
1.16
1.21
1.18
1.16
1.11
1.09
0.53
0.52
0.51
11

12. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Forces acting on construction
Fhor
Name
App.Pt.
[kN/m]
Z [m]
Weight - wall
Earthq.- constr.
FF resistance
Resistance on front face
Weight - earth wedge
Active pressure
Water pressure
Tensile crack
Uplift pressure
Earthq.- act.pressure
Dynamic water pressure
Traffic Surcharge
General Surcharge
Force No. 1
Base anchorage
0.00
22.86
-2.50
-0.50
0.00
189.68
140.00
0.53
0.00
40.85
14.12
22.29
8.75
25.00
0.00
-2.37
-2.37
-0.33
-0.50
-4.78
-2.95
-1.44
-8.82
0.00
-5.81
-1.70
-6.44
-4.29
-9.00
0.00
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Fvert
[kN/m]
285.80
-11.43
0.00
0.00
361.68
237.07
0.00
0.00
-20.00
52.48
0.00
28.32
10.23
0.00
25.13
App.Pt.
X [m]
4.47
4.47
0.00
0.00
5.90
8.66
5.17
5.17
6.69
7.14
5.17
5.75
6.69
4.04
2.00
Design
coefficient
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Verification of complete wall
Check for overturning stability
Mres = 5935.16 kNm/m
Resisting moment
Overturning moment Movr = 1486.79 kNm/m
Safety factor = 3.99 > 1.50
Wall for overturning is SATISFACTORY
Check for slip
Resisting horizontal force
Active horizontal force
Hres = 626.10 kN/m
Hact = 412.31 kN/m
Safety factor = 1.52 > 1.50
Wall for slip is SATISFACTORY
Forces acting at the centre of footing bottom
Overall moment M = 526.52 kNm/m
Normal force
N = 991.01 kN/m
Shear force
Q = 411.23 kN/m
Overall check - WALL is SATISFACTORY
Name : Verification
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1; Analysis : 1
12

13. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Verification
Stage : 1; Analysis : 1
25.00
0.53
36.04
361.68
66.50
13.46
9.00
285.80
9.50
25.56
14.12
140.00
1.00
25.13
0.50
2.50
303.62
+x
2.00
3.00
20.00
10.04
0.20
Bearing capacity of foundation soil
Forces acting at the centre of the footing bottom
Moment
Norm. force
Numb
er
[kNm/m]
[kN/m]
1
526.52
Shear Force
[kN/m]
991.01
Eccentricity
[m]
411.23
Stress
[kPa]
0.53
Name : Bearing cap.
110.24
Stage : 1
9.00
9.50
1.00
10.04
110.24
110.24
2.00
3.00
0.20
Spread footing verification
Input data
Basic soil parameters
No.
Name
W: www.geodomisi.com, E: info@geodomisi.com
Pattern
ϕef
[°]
cef
[kPa]
γ
[kN/m3]
γsu
[kN/m3]
δ
[°]
13

14. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
No.
Name
Pattern
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
cef
ϕef
[°]
[kPa]
γsu
γ
[kN/m3]
δ
[°]
[kN/m3]
1
High plasticity clay (CH,CV,CE),
consistency soft
15.00
5.00
20.50
11.00
12.00
2
Sandy clay (CS), consistency stiff Sr <
0.8
24.50
33.00
18.50
9.00
18.00
3
Clayey gravel (GC)
30.00
6.00
19.50
10.00
24.00
Soil parameters to compute pressure at rest
No.
Name
Pattern
Type
calculation
ϕ
[°]
Kr
OCR
[-]
ν
[-]
[-]
1
High plasticity clay (CH,CV,CE),
consistency soft
cohesive
-
0.42
-
-
2
Sandy clay (CS), consistency stiff Sr <
0.8
cohesive
-
0.35
-
-
3
Clayey gravel (GC)
30.00
-
-
-
cohesionless
Soil parameters
High plasticity clay (CH,CV,CE), consistency soft
Unit weight :
= 20.50 kN/m3
γ
Angle of internal friction :
ϕef = 15.00 °
cef =
Cohesion of soil :
5.00 kPa
Eoed =
Oedometric modulus :
4.00 MPa
Saturated unit weight :
γsat = 21.00 kN/m3
Sandy clay (CS), consistency stiff Sr < 0.8
Unit weight :
= 18.50 kN/m3
γ
Angle of internal friction :
ϕef = 24.50 °
cef = 33.00 kPa
Cohesion of soil :
Eoed = 16.00 MPa
Oedometric modulus :
Saturated unit weight :
γsat = 19.00 kN/m3
Clayey gravel (GC)
Unit weight :
Angle of internal friction :
Cohesion of soil :
Oedometric modulus :
Saturated unit weight :
γ
ϕef
cef
Eoed
γsat
=
=
=
=
=
19.50 kN/m3
30.00 °
6.00 kPa
67.50 MPa
20.00 kN/m3
Foundation
Foundation type: strip footing
Depth from ground surface hz = 9.50 m
Depth of footing bottom
d = 1.00 m
Foundation thickness
t = 1.00 m
s1 = 0.00 °
Incl. of finished grade
s2 = 2.85 °
Incl. of footing bottom
Unit weight of soil above foundation = 19.50 kN/m3
W: www.geodomisi.com, E: info@geodomisi.com
14

15. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Geometry of structure
Foundation type: strip footing
Overall strip footing length
= 10.00 m
Strip footing width (x)
= 10.04 m
Column width in the direction of x
= 0.10 m
Volume of strip footing
= 10.04 m3/m
Inserted loading is considered per unit length of continuous footing span.
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Material of structure
Unit weight γ = 24.00 kN/m3
Analysis of concrete structures carried out according to the standard EN 1992 1-1 (EC2).
Concrete : C 40/50
Longitudinal steel : B500
Transverse steel: B500
Geological profile and assigned soils
Layer
No.
Assigned soil
[m]
Pattern
1
2.00 High plasticity clay (CH,CV,CE), consistency soft
2
5.00 Sandy clay (CS), consistency stiff Sr < 0.8
3
-
Clayey gravel (GC)
Name : Bearing Capacity - Profile and assignment
Stage : 1
OG
GWT
FG
Load
No.
1
2
Load
new change
YES
YES
Name
LC 1
LC 2
Type
Service
Design
N
[kN/m]
739.40
739.40
My
Hx
[kNm/m]
[kN/m]
100.88
100.88
-403.02
-403.02
Ground water table
The ground water table is at a depth of 8.00 m from the original terrain.
Analysis settings
Type of analysis - Analysis for drained conditions
Analysis of vertical bearing capacity - Standard approach
Analysis of settlement - Analysis using oedometric modulus (CSN 73 1001)
Bounding of influence zone - by percentage of Sigma,Or
W: www.geodomisi.com, E: info@geodomisi.com
15

16. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Coeff. of bounding of influence zone = 10.00 %
Analysis carried out according to classical theory (safety factor)
Factor of safety - vertical bearing capacity
Factor of safety - horizontal bearing capacity
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
= 1.50
= 1.50
Verification No. 1
Analysis of bearing capacity - partial results
= 30.000 °
φd
cd
=
6.000 kPa
γ1avg = 10.000 kN/m3
γ1avg = 10.000 kN/m3
bef
=
9.012 m
Nd
= 18.401
Nc
= 30.140
Nb
= 15.070
sd
=
1.451
sc
=
1.180
sb
=
0.730
dd
=
1.031
dc
=
1.033
db
=
1.000
id
=
0.347
ic
=
0.347
ib
=
0.347
bd
=
0.943
bc
=
0.942
bb
=
0.943
gd
=
1.000
gc
=
1.000
gb
=
1.000
Rd
= 324.210 kPa
Analysis carried out with automatic selection of the most unfavourable load cases.
Computed self weight of strip foundation G = 240.96 kN/m
Computed weight of overburden
Z =
0.00 kN/m
Vertical bearing capacity check
Shape of contact stress : rectangle
Parameters of slip surface below foundation:
Depth of slip surface zsp = 15.86 m
Length of slip surface lsp = 47.93 m
Design bearing capacity of found.soil Rd = 324.21 kPa
Extreme contact pressure
σ = 108.78 kPa
Factor of safety = 2.98 > 1.50
Bearing capacity in the vertical direction is SATISFACTORY
Horizontal bearing capacity check
Earth resistance: not considered
Friction angle foundation-footing bottom ψ
Cohesion foundation-footing bottom
a
Horizontal bearing capacity Rdh = 620.08
Extreme horizontal force
H
= 403.02
= 30.00 °
= 6.00 kPa
kN
kN
Factor of safety = 1.54 > 1.50
W: www.geodomisi.com, E: info@geodomisi.com
16

17. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Bearing capacity in the horizontal direction is SATISFACTORY
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Bearing capacity of foundation is SATISFACTORY
Stage : 1; Analysis : 1
Del
ta
=2
2 .3
5°
Name : Bearing Capacity
9.01
1.00
1.00
+x
+y
10.04
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 coefficient κ1 (influence of foundation depth).
Stress at the footing bottom considered from the finished grade.
Computed self weight of strip foundation
Computed weight of overburden
G = 240.96 kN/m
Z =
0.00 kN/m
Settlement and rotation of foundation - partial results
Layer
Start pt.
End pt.
Thickness
Edef
σor
∆σz
Settlement
No.
[m]
[m]
[m]
[MPa]
[kPa]
[kPa]
[mm]
1
2
3
4
5
6
7
8
9
10
11
12
13
9.50
9.55
9.60
9.65
9.70
9.75
9.80
9.90
10.00
10.10
10.20
10.30
10.40
9.55
9.60
9.65
9.70
9.75
9.80
9.90
10.00
10.10
10.20
10.30
10.40
10.65
W: www.geodomisi.com, E: info@geodomisi.com
0.05
0.05
0.05
0.05
0.05
0.05
0.10
0.10
0.10
0.10
0.10
0.10
0.25
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
50.14
168.25
168.75
169.25
169.75
170.25
170.75
171.50
172.50
173.50
174.50
175.50
176.50
178.25
87.65
87.65
87.64
87.63
87.62
87.61
87.56
87.45
87.28
87.08
86.88
86.73
86.22
0.06
0.06
0.06
0.06
0.06
0.06
0.13
0.13
0.13
0.13
0.13
0.13
0.32
17

18. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Layer
Start pt.
End pt.
Thickness
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Edef
No.
[m]
[m]
[m]
[MPa]
14
10.65
10.90
0.25
50.14
15
10.90
11.15
0.25
50.14
16
11.15
11.40
0.25
50.14
17
11.40
11.65
0.25
50.14
18
11.65
11.90
0.25
50.14
19
11.90
12.40
0.50
50.14
20
12.40
12.90
0.50
50.14
21
12.90
13.40
0.50
50.14
22
13.40
13.90
0.50
50.14
23
13.90
14.40
0.50
50.14
24
14.40
14.90
0.50
50.14
25
14.90
15.90
1.00
50.14
26
15.90
16.90
1.00
50.14
27
16.90
17.90
1.00
50.14
28
17.90
18.90
1.00
50.14
29
18.90
19.59
0.69
50.14
Settlement of mid point of longitudinal edge
= 4.1 mm
Settlement of mid point of transverse edge 1 = 5.2 mm
Settlement of mid point of transverse edge 2 = 2.9 mm
(1-max.compressed edge; 2-min.compressed edge)
σor
[kPa]
180.75
183.25
185.75
188.25
190.75
194.50
199.50
204.50
209.50
214.50
219.50
227.00
237.00
247.00
257.00
265.46
∆σz
[kPa]
85.24
84.04
82.65
81.10
79.47
76.61
72.39
67.98
63.54
59.13
54.56
48.51
42.13
36.73
31.77
28.20
Settlement
[mm]
0.32
0.31
0.31
0.30
0.29
0.57
0.54
0.50
0.47
0.44
0.40
0.72
0.62
0.54
0.47
0.20
Settlement and rotation of foundation - results
Foundation stiffness:
Computed weighted average modulus of deformation Edef = 50.14 MPa
Foundation in the longitudinal direction is deformable (k=0.69)
Foundation in the direction of width is rigid (k=698.01)
Overall settlement and rotation of foundation:
Foundation settlement
=
8.5 mm
Depth of influence zone = 10.09 m
Rotation in direction of width = 0.230 (tan*1000)
Name : Settlement
W: www.geodomisi.com, E: info@geodomisi.com
Stage : 1; Analysis : 1
18

19. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Settlement
Stage : 1; Analysis : 1
OG
9.50
FG
1.00 1.00
10.09
Sigma,z
Sigma,or
Dimensioning No. 1
Analysis carried out with automatic selection of the most unfavourable load cases.
Verification of longitudinal reinforcement of foundation in the direction of x
Bar diameter
= 25.0 mm
Number of bars
=
8
Reinforcement cover = 40.0 mm
Cross-section width
= 1.00 m
Cross-section depth = 1.00 m
Reinforcement ratio ρ
=
0.41 %
>
0.18 %
= ρmin
MRd = 1563.09 kNm > 1462.57 kNm = MEd
Ultimate moment
Cross-section is SATISFACTORY.
Spread footing for punching shear failure check
Verification for punching shear has not been performed due to shape of the critical cross-section.
Name : Dimensioning
1.00
Stage : 1; Dimensioning : 1
A
Plan:
A
Punching shear - critical cross-section:
B
10.04
1.00
Section A-A:
8 pc prof. 25.0mm,
length 9960mm, concrete cover 40mm
W: www.geodomisi.com, E: info@geodomisi.com
Section B-B:
Loading area
transmitted by RC through shear
critical cross-section
length: 0.00m
19

20. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Dimensioning No. 1
Pressure at rest on front face of the structure - partial results
cd
φd
Layer
Thickness
α
No.
[m]
[°]
1
1.00
[°]
0.00
[kPa]
30.00
6.00
10.00
Pressure at rest distribution on front face of the structure
σZ
σW
Layer
Start [m]
Pressure
No.
End [m]
[kPa]
0.00
1.00
1
[kPa]
0.00
10.00
0.00
0.00
[m]
1
2
3
4
5
6
7
[°]
0.29
1.77
2.00
3.00
1.00
1.00
0.50
[°]
31.14
31.14
31.14
31.14
31.14
0.00
0.00
End [m]
[kPa]
-0.06
0.23
0.23
2.00
2.00
4.00
4.00
7.00
7.00
8.00
8.00
9.00
9.00
9.50
1
2
3
4
5
6
7
5.00
5.00
33.00
33.00
6.00
6.00
6.00
1
2
3
4
5
[m]
[°]
0.29
1.77
2.00
3.00
1.00
15.00
15.00
24.50
24.50
30.00
0.00
0.00
Comment
[°]
15.00
15.00
24.50
24.50
30.00
24.00
24.00
0.908
0.908
0.786
0.786
0.735
0.307
0.307
Hor. comp.
Vert. comp.
[kPa]
[kPa]
[kPa]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
30.00
30.00
40.00
40.00
40.00
40.00
40.00
Ka
δd
20.50
20.50
18.50
9.00
10.00
10.00
10.00
0.00
0.00
0.00
32.90
1.76
30.85
30.85
52.08
72.69
80.04
29.86
32.93
32.93
34.47
Earthquake effects (active earth pressure) - partial results
Ka
φd
Layer
Thickness
ψ
No.
[kPa]
0.00
5.00
γ
[kN/m3]
[kPa]
0.00
5.92
5.92
42.16
42.16
79.16
79.16
106.16
106.16
116.16
116.16
126.16
126.16
131.16
Vert. comp.
[kPa]
Active pressure distribution behind the structure (without surcharge)
σZ
σW
Layer
Start [m]
Pressure
No.
0.500
0.00
5.00
[kPa]
15.00
15.00
24.50
24.50
30.00
30.00
30.00
Comment
Hor. comp.
[kPa]
Active pressure behind the structure - partial results
cd
φd
Layer
Thickness
α
No.
Kr
γ
[kN/m3]
0.00
0.00
0.00
22.80
0.99
17.41
17.41
29.39
35.08
38.63
27.28
30.08
30.08
31.49
Kae
Kae-Ka
0.00
0.00
0.00
23.72
1.45
25.47
25.47
42.99
63.66
70.10
12.14
13.39
13.39
14.02
Comment
[°]
4.76
4.76
4.76
7.91
7.91
W: www.geodomisi.com, E: info@geodomisi.com
0.908
0.908
0.781
0.781
0.733
1.056
1.056
0.912
1.032
0.987
0.148
0.148
0.131
0.251
0.254
20

21. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Layer
Thickness
No.
6
7
[m]
1.00
0.50
φd
[°]
30.00
30.00
Ka
ψ
[°]
7.91
7.91
Earthquake effects (active earth pressure)
σZ
σD
Layer
Start [m]
No.
1
2
3
4
5
6
7
End [m]
-0.06
0.23
0.23
2.00
2.00
4.00
4.00
7.00
7.00
8.00
8.00
9.00
9.00
9.50
[kPa]
0.00
5.68
5.68
40.47
40.47
75.99
75.99
101.91
101.91
111.51
111.51
121.11
121.11
125.91
Kae
0.307
0.307
0.419
0.419
[kPa]
[kPa]
[kPa]
125.91
120.23
120.23
85.44
85.44
49.92
49.92
24.00
24.00
14.40
14.40
4.80
4.80
0.00
13.86
13.24
13.24
9.41
8.41
4.91
10.93
5.25
5.36
3.21
1.44
0.48
0.48
0.00
9.61
9.17
9.17
6.52
4.75
2.77
6.17
2.96
2.59
1.55
1.31
0.44
0.44
0.00
Hor. comp.
[kPa]
-0.06
0.23
2.00
4.00
7.00
8.00
9.00
9.50
-0.06
0.30
0.30
-0.06
0.00
0.00
0.01
W: www.geodomisi.com, E: info@geodomisi.com
0.112
0.112
Vertical comp.
10.00
9.55
9.55
6.78
6.94
4.06
9.02
4.34
4.69
2.82
0.58
0.19
0.19
0.00
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
30.00
40.00
40.00
40.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Vert. comp.
[kPa]
0.00
3.00
0.00
Pressure profile due to surcharge - Traffic Surcharge
Point
Depth
Hor. comp.
No.
[m]
[kPa]
1
2
3
4
Comment
Hor. comp.
Pressure profile due to surcharge - Tensile crack
Point
Depth
Hor. comp.
No.
[m]
[kPa]
1
2
3
Kae-Ka
Pressure
[kPa]
Water pressure distribution
Point
Depth
No.
[m]
1
2
3
4
5
6
7
8
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
0.00
0.00
0.00
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
21

22. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Point
No.
5
6
7
8
9
10
11
12
13
14
15
16
17
Depth
[m]
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Hor. comp.
[kPa]
0.01
0.23
0.23
2.00
2.00
4.00
4.00
5.98
5.98
7.00
8.00
9.00
9.50
Vert. comp.
[kPa]
5.00
5.00
5.77
5.70
2.81
2.79
2.92
2.89
0.00
0.00
0.00
0.00
0.00
Pressure profile due to surcharge - General Surcharge
Point
Depth
Hor. comp.
No.
[m]
[kPa]
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
-0.06
0.00
0.00
0.01
0.23
0.60
0.60
2.00
2.00
4.00
4.00
5.98
7.00
7.00
8.00
8.00
9.00
9.50
5.21
5.20
6.01
5.93
4.12
4.08
4.27
4.23
0.00
0.00
0.00
0.00
0.00
Vert. comp.
[kPa]
0.00
0.00
0.00
0.00
0.00
0.00
1.69
1.65
0.81
0.79
0.83
0.80
0.79
0.61
0.60
1.20
1.17
1.16
0.00
0.00
0.00
0.00
0.00
0.00
1.76
1.71
1.19
1.16
1.21
1.18
1.16
1.11
1.09
0.53
0.52
0.51
Forces acting on construction
Name
Fhor
[kN/m]
Weight - wall
Weight - earth wedge
Active pressure
Tensile crack
Dynamic water pressure
Traffic Surcharge
General Surcharge
0.00
0.00
189.68
0.53
14.12
22.29
8.75
W: www.geodomisi.com, E: info@geodomisi.com
App.Pt.
Z [m]
-0.50
-4.78
-2.95
-8.82
-1.70
-6.44
-4.29
Fvert
[kN/m]
144.00
361.68
237.07
0.00
0.00
28.32
10.23
App.Pt.
X [m]
7.04
5.90
8.66
5.17
5.17
5.75
6.69
Design
coefficient
1.000
1.000
1.000
1.000
1.000
1.000
1.000
22

23. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Fhor
Name
Contact tractions
Gravity surch. 1
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Fvert
App.Pt.
Z [m]
0.00
-9.03
[kN/m]
0.00
0.00
App.Pt.
X [m]
6.82
4.61
[kN/m]
-516.57
18.99
Design
coefficient
1.000
1.000
Wall stem check
Reinforcement and dimensions of the cross-section
Bar diameter
=
25.0 mm
Number of bars
=
8
30.0 mm
Reinforcement cover
=
Cross-section width
=
1.00 m
Cross-section depth
=
1.04 m
Reinforcement ratio
=
0.39 %
ρ
MRd
Ultimate moment
Cross-section is SATISFACTORY.
=
>
1648.29 kNm
0.18 %
= ρmin
1473.33 kNm = MEd
>
Wall check at the construction joint 0.10 m from the wall crest
Reinforcement and dimensions of the cross-section
Bar diameter
=
25.0 mm
Number of bars
=
8
Reinforcement cover
=
30.0 mm
Cross-section width
=
1.00 m
Cross-section depth
=
0.41 m
Reinforcement ratio
=
1.07 %
ρ
MRd
Ultimate moment
=
Cross-section is SATISFACTORY.
>
569.39 kNm >
0.18 %
=
ρmin
2.59 kNm
=
MEd
Front wall jump check
Stress at the footing bottom for wall jump dimensioning is assuemd as uniform.
Reinforcement and dimensions of the cross-section
Bar diameter
=
25.0 mm
Number of bars
=
8
Reinforcement cover
=
30.0 mm
Cross-section width
=
1.00 m
Cross-section depth
=
1.00 m
Reinforcement ratio
=
0.41 %
>
0.18 %
ρ
MRd
Ultimate moment
Cross-section is SATISFACTORY.
=
1580.16 kNm >
= ρmin
614.94 kNm = MEd
Back wall jump check
Reinforcement and dimensions of the cross-section
Bar diameter
=
25.0
Number of bars
=
8
Reinforcement cover
=
30.0
Cross-section width
=
1.00
Cross-section depth
=
1.00
Reinforcement ratio ρ
=
MRd
Ultimate moment
Cross-section is SATISFACTORY.
=
W: www.geodomisi.com, E: info@geodomisi.com
mm
mm
m
m
0.41 %
>
1580.16 kNm >
0.18 %
= ρmin
307.86 kNm = MEd
23

24. Geodomisi Ltd
Dr. Costas Sachpazis
Civil & Geotechnical Engineering Consultants
Cantilever Wall
v.1.2
Tel: 0030 210 5238127
Name : Dimensioning
Stage : 1; Dimensioning : 1
18.99
0.53
36.04
361.68
13.46
9.00
303.62
1.00
9.50
144.00
14.12
2.00
3.00
+x
516.57
10.04
0.20
We are kindly remaining at your disposal for any further information and/or clarifications on
telephone
numbers:
+30-210-5238127,
+30-210-5711263,
+30-210-5711898,
Fax:
+30-210-5711461, and Mobile phone: +30-6936425722, e-mail: costas@sachpazis.info &
csachpazis@tee.gr, URL: http://www.geodomisi.com.
Yours Sincerely,
Athens,
07 December - 2013
On behalf of and for Geodomisi Ltd.
Dr. Costas Sachpazis,
Civil & Geotechnical Engineer
BEng (Hons) Civil Eng. UK, Dipl. Geol, M.Sc.Eng UK,
Ph.D. NTUA (Ε.Μ.Π.), Post-Doc. UK, MICE..
Associate Professor of Geotechnical Engineering
Registration No. 440 of Professional Licence
issued by the Greek Ministry of Public Works
W: www.geodomisi.com, E: info@geodomisi.com
24