calculation of retaining wall (cantilever h = 3 m)
TRANSCRIPT
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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)
Permanent design situation
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
Permanent design situation
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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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)
High plasticity clay (CH,CV,CE),consistency stiff Sr > 0.8
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 :
Stress-state :Angle of internal friction :
Cohesion of soil :
Angle of friction struc.-soil :
Soil :Poissons ratio :
Saturated unit weight :
effective
efcefcohesive
sat
=
=
=
=
=
=
20.50
15.00
10.00
5.00
0.42
21.50
kN/m3
kPa
kN/m3
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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)
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
Partial factors on actions (A)
Permanent design situation
Permanent actions : G=
Unfavourable
1.35 []
Favourable
1.00 []
Partial factors for resistances (R)
Permanent design situation
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)
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 Clayey sand (SC) cohesionless 27.00 - - -
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No. Name Pattern Type
calculation
[]
[]
OCR
[]
Kr
[]
2 High plasticity clay (CH,CV,CE),
consistency stiff Sr > 0.8 cohesive - 0.42 - -
Soil parameters
Clayey sand (SC)Unit weight :
Angle of internal friction :
Cohesion of soil :
Oedometric modulus :
Saturated unit weight :
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 :
Angle of internal friction :
Cohesion of soil :Oedometric modulus :
Saturated unit weight :
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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[GeoStructural Analysis - Cantilever Wall | version 5.16.13.0 | Copyright 2013 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
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
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
Forces acting on construction
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
Cross-section is SATISFACTORY.
Dimensioning No. 3
Forces acting on construction
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
Cross-section is SATISFACTORY.
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
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)
Permanent design situation
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)
High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8
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)
High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8
19.50
21.50
Soil parameters
Clayey sand (SC)Unit weight :
Stress-state :Angle of internal friction :
Cohesion of soil :
Saturated unit weight :
effective
efcefsat
=
=
=
=
18.50
27.00
8.00
19.50
kN/m3
kPa
kN/m3
High plasticity clay (CH,CV,CE), consistency stiff Sr > 0.8
Unit weight :Stress-state :
effective
= 20.50kN/m3
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Angle of internal friction :
Cohesion of soil :
Saturated unit weight :
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