PILE PROTECTION
Sheeting structure verification
Input data
Project
Task : PILE PROTECTION
Descript. : PEJA COLLECTOR D6
Date : 9/20/2019
Geometry of structure
Structure length = 17.00 m
Type of structure: Pile curtain
Standard : EN 1992 1-1 (EC2)
Material: C 25/30
Pile diameter d = 0.80 m
Pile spacing a = 1.00 m
Coeff. of press. reduc. in front of wall = 1.00
Area of cross-section A = 5.027E-01 m2/m
Moment of inertia I = 2.011E-02 m4/m
Elastic modulus E = 30500.00 MPa
Shear modulus G = 12600.00 MPa
Modulus of subsoil reaction determined according to the Schmitt theory.
Basic soil parameters
ef cef su a p
No. Name Pattern
[°] [kPa] [kN/m3] [kN/m3] [°] [°]
1 GW 34.93 1.39 18.58 10.80 21.33 21.33
2 ML 24.20 6.24 17.65 8.22 16.67 16.67
All soils are considered as cohesionless for at rest pressure analysis.
Parameters of soils to compute modulus of subsoil reaction (Schmitt)
Eoed Edef
No. Name Pattern
[-] [MPa] [MPa]
1 GW 0.20 11.74 -
2 ML 0.40 7.76 -
Soil parameters
GW
Unit weight : = 18.58 kN/m3
Stress-state : effective
Angle of internal friction : ef = 34.93 °
Cohesion of soil : cef = 1.39 kPa
Active friction angle : act = 21.33 °
Passive friction angle : pas = 21.33 °
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PILE PROTECTION
Soil : cohesionless
Oedometric modulus : Eoed = 11.74 MPa
Saturated unit weight : sat = 20.80 kN/m3
ML
Unit weight : = 17.65 kN/m3
Stress-state : effective
Angle of internal friction : ef = 24.20 °
Cohesion of soil : cef = 6.24 kPa
Active friction angle : act = 16.67 °
Passive friction angle : pas = 16.67 °
Soil : cohesionless
Oedometric modulus : Eoed = 7.76 MPa
Saturated unit weight : sat = 18.22 kN/m3
Geological profile and assigned soils
Layer
No. Assigned soil Pattern
[m]
1 5.90 GW
2 1.10 ML
3 33.00 GW
4 - GW
Excavation
Soil in front of wall is excavated to a depth of 8.00 m.
Terrain profile
Terrain behind the structure is flat.
Water influence
Ground water table is located below the structure.
Inserted surface loads
Surcharge Mag.1 Mag.2 Ord.x Length Depth
No. Type Name
new change [kN/m2] [kN/m2] x [m] l [m] z [m]
1 YES Surface Q 5.00 on terrain
Analysis settings
Active earth pressure calculation - Coulomb (CSN 730037)
Passive earth pressure calculation - Caqout-Kerisel (CSN 730037)
Number of FEs to discretise wall = 20
Analysis carried out without reduction of input data.
Minimum dimensioning pressure is considered as z,min = 0.20z.
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PILE PROTECTION
Analysis results
Distribution of pressures acting on the structure (in front and behind the wall)
Depth Ta,p Tk,p Tp,p Ta,z Tk,z Tp,z
[m] [kPa] [kPa] [kPa] [kPa] [kPa] [kPa]
0.00 -0.00 -0.00 -0.00 1.14 2.14 43.19
0.27 0.00 0.00 0.00 1.14 4.30 79.70
5.90 -0.00 -0.00 -0.00 25.04 48.99 832.25
5.90 0.00 0.00 0.00 34.19 67.64 429.59
7.00 -0.00 -0.00 -0.00 41.10 79.09 498.46
7.00 0.00 0.00 0.00 29.47 57.29 972.00
8.00 -0.00 -0.00 -0.00 33.72 65.23 1105.74
8.00 -0.00 -0.00 -7.21 33.72 65.23 1105.75
8.27 -0.00 -2.17 -43.71 34.88 67.40 1142.24
17.00 -37.06 -71.47 -1210.85 71.94 136.71 2309.38
Distributions of the modulus of subgrade reaction and internal forces along the structure
Depth kh,p kh,z Displacement Pressure Shear Force Moment
[m] [MN/m ] 3 [MN/m ]3 [mm] [kPa] [kN/m] [kNm/m]
0.00 0.00 0.00 -88.82 1.14 0.00 0.00
0.85 0.00 0.00 -82.16 3.59 -2.01 0.71
1.70 0.00 0.00 -75.51 7.20 -6.60 4.15
2.55 0.00 0.00 -68.85 10.81 -14.26 12.80
3.40 0.00 0.00 -62.22 14.42 -24.98 29.26
4.25 0.00 0.00 -55.61 18.03 -38.77 56.13
5.10 0.00 0.00 -49.08 21.64 -55.63 96.04
5.95 0.00 0.00 -42.66 34.50 -79.49 152.69
6.80 0.00 0.00 -36.42 39.84 -111.09 233.37
7.65 0.00 0.00 -30.46 32.23 -141.72 341.28
7.99 0.00 0.00 -28.19 33.68 -152.93 391.35
8.01 0.00 0.00 -28.05 25.23 -153.52 394.42
8.50 0.00 0.00 -24.91 -38.22 -150.33 470.13
9.35 6.76 0.00 -19.90 -105.74 -82.11 561.86
10.20 6.76 0.00 -15.55 -79.50 -3.72 596.85
11.05 6.76 0.00 -11.91 -57.99 54.38 574.11
11.90 6.76 0.00 -8.93 -41.03 96.16 509.21
12.75 6.76 6.76 -6.55 -23.32 126.52 408.97
13.60 6.76 6.76 -4.66 2.24 135.08 296.25
14.45 6.76 6.76 -3.12 23.03 124.06 184.87
15.30 6.76 6.76 -1.81 40.79 96.79 89.94
16.15 6.76 6.76 -0.61 57.01 55.15 24.39
17.00 6.76 6.76 0.56 72.73 -0.00 0.00
Maximum shear force = 153.52 kN/m
Maximum moment = 596.85 kNm/m
Maximum displacement = 88.8 mm
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PILE PROTECTION
Slope stability analysis
Project
Analysis type : in effective parameters
Interface
Numbe Coordinates of interface points [m]
Interface location
r x z x z x z
-40.00 -8.00 -0.80 -8.00 -0.80 0.00
0.00 0.00 48.00 0.00
-0.80 -8.00 -0.80 -16.00 0.00 -16.00
0.00 -7.00 0.00 -5.90 0.00 0.00
0.00 -5.90 0.05 -5.90 48.00 -5.90
0.00 -7.00 0.05 -7.00 48.00 -7.00
-40.00 -40.00 48.00 -40.00
Soil parameters - effective stress state
Numbe ef cef
Name Pattern
r [°] [kPa] [kN/m3]
1 GW 34.93 1.39 18.58
2 ML 24.2 6.24 17.65
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PILE PROTECTION
Rigid bodies
Numbe
Name Sample
r [kN/m3]
1 Rigid body 23.00
Assigning and surfaces
Numbe Coordinates of surface points [m] Assigned
Surface position
r x z x z soil
0.05 -5.90 48.00 -5.90
GW
48.00 0.00 0.00 0.00
0.00 -5.90
1
0.05 -7.00 48.00 -7.00
ML
48.00 -5.90 0.05 -5.90
0.00 -5.90 0.00 -7.00
2
-0.80 -16.00 0.00 -16.00
Rigid body
0.00 -7.00 0.00 -5.90
0.00 0.00 -0.80 0.00
3 -0.80 -8.00
48.00 -40.00 48.00 -7.00
GW
0.05 -7.00 0.00 -7.00
0.00 -16.00 -0.80 -16.00
4 -0.80 -8.00 -40.00 -8.00
-40.00 -40.00
-40.00 -40.00 -40.00 -45.00
GW
48.00 -45.00 48.00 -40.00
Surcharge
Numbe Type / / / / Slope Magnitude
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PILE PROTECTION
r z [m] / x1 x [m] / z1 l [m] / x2 b [m] / z2
[°] q, q1, f, F q2 unit
[m] [m] [m] [m]
1 strip on terrain x = 0.00 l = 48.00 0.00 5.00 kN/m2
Surcharges
Numbe
Name
r
1 Q
Water
Water type : No water
Tensile crack
Tensile crack not inputted.
Earthquake
Earthquake not included.
Analysis settings
Analysis settings : Standard
Analysis type : Safety factor
Safety factor : 1.50
Results
Analysis 1
Circular slip surface
Slip surface parameters
x= 0.00 [m] 1 = -66.42 [°]
Center : Angles :
z= 0.00 [m] 2 = 90.00 [°]
Radius : R= 20.00 [m]
Analysis of the slip surface without optimization.
Slope stability verification (all methods)
Bishop : FS = 4.43 > 1.50 ACCEPTABLE
Fellenius / Petterson : FS = 3.27 > 1.50 ACCEPTABLE
Spencer : FS = 4.51 > 1.50 ACCEPTABLE
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PILE PROTECTION
Verification of RC cross section (Pile curtain d = 0.80 m; a = 0.90 m)
All construction stages are taken into the analysis.
Reduct. Coefficient of bearing capacity = 1.00
Verification of cross section in bending:
Reinforcement - 22 pc bars 20.0 mm; cover 50.0 mm
Type of structure (reinforcement ratio) : beam
Reinforcement ratio ρ=0.625 % > 0.135 % = ρ min
Load : M Ed = 596.85 kNm
Bearing capacity : MRd = 898.72 kNm
Designed pile reinforcement is SATISFACTORY
Verification of cross section in shear:
Shear reinf. - profile 12.0 mm; spacing 200.0 mm
Asw = 1131.0 mm2
Ultimate shear force: VRd = 708.09 kN >153.52kN = VEd
Cross-section is SATISFACTORY.
Overall verification: Cross-section is SATISFACTORY
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