Single Pile Analysis & Design, L=18,00m D=1,10m by C. Sachpazis.pdf

1. Single Pile Analysis & Design, L=18,00m D=1,10m
1
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Pile verification
Input data
Project
Task : Single Pile Analysis & Design, L=18,00m D=1,10m
Date : 31-Dec-21
Engineer : Dr. Costas Sachpazis
Settings
Greece - EN 1997
Materials and standards
Concrete structures : EN 1992-1-1 (EC2)
Coefficients EN 1992-1-1 : standard
Steel structures : EN 1993-1-1 (EC3)
Partial factor on bearing capacity of steel cross section : M0 = 1.00
Timber structures : EN 1995-1-1 (EC5)
Partial factor for timber property : M = 1.30
Modif. factor of load duration and moisture content : kmod = 0.50
Coeff. of effective width for shear stress : kcr = 0.67
Pile
Analysis for drained conditions : NAVFAC DM 7.2
Load settlement curve : linear (Poulos)
Horizontal bearing capacity : Elastic subsoil (p-y method)
Verification methodology : according to EN 1997
Design approach : 2 - reduction of actions and resistances
Partial factors on actions (A)
Permanent design situation
Unfavourable Favourable
Permanent actions : G = 1.35 [–] 1.00 [–]
Partial factors for resistances (R)
Permanent design situation
Partial factor on shaft resistance : s = 1.10 [–]
Partial factor on base resistance : b = 1.10 [–]
Partial factor on resistance in tension : st = 1.15 [–]

2. Single Pile Analysis & Design, L=18,00m D=1,10m
2
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Basic soil parameters
No. Name Pattern
 
[kN/m3] [–]
1 Clay with high or very high plasticity (CH, CV, CE), soft consistency 20.50 0.42
2 Silty sand (SM) 18.00 0.30
3 Clayey gravel (GC) 19.50 0.30
All soils are considered as cohesionless for at rest pressure analysis.
No. Name Pattern
Eoed Edef sat s n
[MPa] [MPa] [kN/m3] [kN/m3]
[–
]
1
Clay with high or very high plasticity (CH, CV, CE), soft
consistency
4.00 - 20.50 - -
2 Silty sand (SM) 13.50 - 18.00 - -
3 Clayey gravel (GC) 67.50 - 20.00 - -
No. Name Pattern
ef  K cu 
[°] [°] [–] [kPa] [–]
1 Clay with high or very high plasticity (CH, CV, CE), soft consistency - - - 20.00 0.80
2 Silty sand (SM) 29.00 - 1.00 - -
3 Clayey gravel (GC) 30.00 - 1.00 - -
Parameters of soils to compute modulus of subsoil reaction
No. Name Pattern
E
1 Clay with high or very high plasticity (CH, CV, CE), soft consistency 6.00
2 Silty sand (SM) 11.00

3. Single Pile Analysis & Design, L=18,00m D=1,10m
3
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
No. Name Pattern
E
3 Clayey gravel (GC) 90.00
Soil parameters
Clay with high or very high plasticity (CH, CV, CE), soft consistency
Unit weight :  = 20.50 kN/m3
Poisson's ratio :  = 0.42
Oedometric modulus : Eoed = 4.00 MPa
Saturated unit weight : sat = 20.50 kN/m3
Elastic modulus : E = 6.00 MPa
Cohesion of soil : cu = 20.00 kPa
Adhesion factor :  = 0.80
Coefficient of lateral stress : K = 1.00
Silty sand (SM)
Unit weight :  = 18.00 kN/m3
Poisson's ratio :  = 0.30
Oedometric modulus : Eoed = 13.50 MPa
Saturated unit weight : sat = 18.00 kN/m3
Elastic modulus : E = 11.00 MPa
Coefficient of lateral stress : K = 1.00
Clayey gravel (GC)
Unit weight :  = 19.50 kN/m3
Poisson's ratio :  = 0.30
Oedometric modulus : Eoed = 67.50 MPa
Saturated unit weight : sat = 20.00 kN/m3
Elastic modulus : E = 90.00 MPa
Coefficient of lateral stress : K = 1.00
Geometry
Pile profile: circular
Dimensions
Diameter d = 1.10 m
Length l = 18.00 m
Calculated cross-sectional characteristics
Area A = 9.50E-01 m2
Moment of inertia I = 7.19E-02 m4
Location

4. Single Pile Analysis & Design, L=18,00m D=1,10m
4
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Off ground height h = 0.50 m
Depth of finished grade hz = 0.50 m
Technology: Bored piles
Modulus of subsoil reaction considered according to Vesič.
Material of structure
Unit weight  = 23.00 kN/m3
Analysis of concrete structures carried out according to the standard EN 1992-1-1 (EC2).
Concrete : C 20/25
Cylinder compressive strength fck = 20.00 MPa
Tensile strength fctm = 2.20 MPa
Elasticity modulus Ecm = 30000.00 MPa
Shear modulus G = 12500.00 MPa
Longitudinal steel : B500
Yield strength fyk = 500.00 MPa
Transverse steel: B500
Yield strength fyk = 500.00 MPa
Geological profile and assigned soils
No.
Thickness of
layer
Depth
Assigned soil Pattern
t [m] z [m]
1 5.00 0.00 .. 5.00
Clay with high or very high plasticity (CH, CV, CE), soft
consistency
2 10.00
5.00 ..
15.00
Silty sand (SM)
3 - 15.00 ..  Clayey gravel (GC)
Load
No.
Load
Name Type
N Mx My Hx Hy
new change [kN] [kNm] [kNm] [kN] [kN]
1 Yes Load No. 1 Design 1500.00 250.00 300.00 125.00 250.00
2 Yes Load No. 2 Service 800.00 125.00 221.00 88.00 155.00
Ground water table
The ground water table is at a depth of 3.00 m from the original terrain.

5. Single Pile Analysis & Design, L=18,00m D=1,10m
5
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Global settings
Analysis of vertical bearing capacity : analytical solution
Analysis type : analysis for drained conditions
Settings of the stage of construction
Design situation : permanent
Verification methodology : without reduction of soil parameters
Verification No. 1
Verification of pile bearing capacity according to NAVFAC DM 7.2 - partial results
Pile base bearing capacity:
The soil under the base is cohesionless
Coefficient of bearing capacity Nq = 10.00
Area of pile transverse cross-section Ap = 9.50E-01 m2
Plie shaft resistance:
Depth Thickness cud  K  or Rsi
[m] [m] [kPa] [–] [–] [°] [kPa] [kN]
0.00 - - - - - - -
1.10 1.10 20.00 0.80 - - 11.28 55.29
1.10 - - - - - - -
2.50 1.40 20.00 0.80 - - 22.55 70.37
2.50 - - - - - - -
4.50 2.00 20.00 0.80 - - 22.55 100.53
4.50 - - - - - - -
14.50 10.00 - - 1.00 21.75 22.55 282.63
14.50 - - - - - - -
17.50 3.00 - - 1.00 22.50 22.55 88.03
Verification of bearing capacity : NAVFAC DM 7.2
Analysis carried out with automatic selection of the most unfavourable load cases.
Factor determining critical depth kdc = 1.00
Verification of compressive pile:
Most unfavorable load case No. 1. (Load No. 1)
Pile skin bearing capacity Rs = 596.86 kN
Pile base bearing capacity Rb = 1574.53 kN
Pile bearing capacity Rc = 2171.39 kN
Ultimate vertical force Vd = 1838.70 kN
Rc = 2171.39 kN > 1838.70 kN = Vd

6. Single Pile Analysis & Design, L=18,00m D=1,10m
6
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Pile bearing capacity is SATISFACTORY
Verification No. 1
Analysis of load settlement curve - input data
Layer Es
No. [MPa]
1 6.00
2 12.00
3 85.00
Maximum pile settlement slim = 25.0 mm
Analysis of load settlement curve - partial results
Correction factor for pile compressibility Ck = 0.94
Correction factor for Poisson's ratio of soil Cv = 0.82
Сorrection factor for stiffness of bearing stratum Cb = 4.82
Base-load proportion for incompressible pile 0 = 0.08
Proportion of applied load transferred to pile base  = 0.31
Influence coefficients of settlement :
Basic - dependent on ratio l/d I0 = 0.10
Correction factor for pile compressibility Rk = 1.09
Correction factor for finite depth of layer on a rigid base Rh = 1.00
Correction factor for Poisson's ratio of soil Rv = 0.92
Analysis of load settlement curve - results
Load at the onset of mobilization of skin friction Ryu = 946.41 kN
The settlement for the force Ryu sy = 3.7 mm
Total resistance Rc = 2262.37 kN
Maximum settlement slim = 25.0 mm
The settlement for maximum service load V = 800.00kN is 3.2mm.
Verification No. 1
Input data to compute pile horizontal bearing capacity
Analysis carried out with automatic selection of the most unfavourable load cases.
Horizontal bearing capacity verified in the direction of maximum load effect.
Distributions of internal forces and displacement of pile
Pile displacements and internal forces distributions - maximum values

7. Single Pile Analysis & Design, L=18,00m D=1,10m
7
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Dist. Modulus k Displacement Rotat. Stress Shear Force Moment
[m] [MN/m3] [mm] [mRad] [kPa] [kN] [kNm]
0.00 0.00 28.41 4.30 0.00 279.51 250.00
0.90 2.72 24.71 4.15 65.12 248.54 468.77
1.80 2.72 21.14 3.92 55.23 186.82 639.20
2.70 2.72 17.76 3.62 45.99 134.47 760.37
3.60 2.72 14.64 3.29 37.52 90.89 840.51
4.50 2.72 11.80 2.92 29.91 55.34 887.15
5.40 4.75 9.28 2.55 40.50 18.12 905.35
6.30 4.75 7.09 2.17 30.41 33.58 890.12
7.20 4.75 5.23 1.81 21.90 59.34 847.67
8.10 4.75 3.68 1.47 14.90 77.44 785.60
9.00 4.75 2.42 1.16 9.30 89.30 710.16
9.90 4.75 1.43 0.88 5.29 96.27 626.33
10.80 4.75 0.69 0.63 3.79 99.51 537.99
11.70 4.75 0.15 0.43 2.57 100.05 448.02
12.60 4.75 0.41 0.26 2.48 98.76 358.45
13.50 4.75 0.59 0.16 2.41 96.36 270.58
14.40 4.75 0.66 0.13 2.70 93.41 185.16
15.30 46.30 0.66 0.11 28.53 80.78 104.02
16.20 46.30 0.62 0.11 28.74 51.44 44.66
17.10 46.30 0.56 0.11 28.06 24.35 10.75
18.00 46.30 0.50 0.11 27.12 0.00 0.00
Pile displacements and internal forces distributions - minimum values
Dist. Modulus k Displacement Rotat. Stress Shear Force Moment
[m] [MN/m3] [mm] [mRad] [kPa] [kN] [kNm]
0.00 0.00 -27.74 -4.14 0.00 -250.00 -390.51
0.90 2.72 -23.93 -4.05 -67.25 -219.95 -445.59
1.80 2.72 -20.30 -3.87 -57.52 -160.42 -529.77
2.70 2.72 -16.90 -3.62 -48.33 -110.38 -673.66
3.60 2.72 -13.79 -3.32 -39.83 -69.10 -774.44
4.50 2.72 -10.99 -2.98 -32.12 -52.15 -839.67
5.40 4.75 -8.53 -2.62 -44.09 -37.75 -874.36
6.30 4.75 -6.40 -2.25 -33.68 -38.32 -872.63
7.20 4.75 -4.61 -1.89 -24.82 -49.07 -840.79
8.10 4.75 -3.14 -1.55 -17.45 -69.87 -786.71
9.00 4.75 -1.96 -1.24 -11.49 -84.09 -716.99
9.90 4.75 -1.11 -0.96 -6.81 -93.05 -636.92
10.80 4.75 -0.80 -0.71 -3.26 -97.95 -550.71

8. Single Pile Analysis & Design, L=18,00m D=1,10m
8
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Dist. Modulus k Displacement Rotat. Stress Shear Force Moment
[m] [MN/m3] [mm] [mRad] [kPa] [kN] [kNm]
11.70 4.75 -0.54 -0.50 -0.70 -99.83 -461.52
12.60 4.75 -0.52 -0.32 -1.97 -99.60 -371.65
13.50 4.75 -0.51 -0.19 -2.78 -97.98 -282.66
14.40 4.75 -0.57 -0.09 -3.12 -95.55 -195.53
15.30 46.30 -0.62 -0.03 -30.44 -83.94 -112.19
16.20 46.30 -0.62 -0.06 -28.63 -55.48 -49.43
17.10 46.30 -0.61 -0.07 -26.01 -27.32 -12.22
18.00 46.30 -0.59 -0.07 -23.17 -0.00 -0.00
Maximum internal force and deformation :
Max. pile displacement = 28.4 mm
Max. shear force = 279.51 kN
Maximum moment = 905.35 kNm
Verification of cross section in bending and compression:
Reinforcement - 6 pc bars 30.0 mm; cover 40.0 mm
Type of structure (reinforcement ratio) : pile
Reinforcement ratio  = 0.446 % > 0.263 % = min
Load : NEd = 1500.00 kN (compression) ; MEd = 905.35 kNm
Bearing capacity : NRd = 2594.30 kN; MRd = 1565.84 kNm
Designed pile reinforcement is SATISFACTORY
Verification of cross section in shear:
Shear reinf. - 2 profile 16.0 mm; distance 200.0 mm
Asw = 2010.6 mm2
Ultimate shear force: VRd = 1730.88 kN > 279.51 kN = VEd
Cross-section is SATISFACTORY.
only minimal shear reinforcement

9. Single Pile Analysis & Design, L=18,00m D=1,10m
9
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Reinforcement drawing
6 prof. 30.0mm,cover 40.0mm
prof. 16.0 mm, dist. 200.0 mm
1.10
Cover = 40.0 mm

10. Single Pile Analysis & Design, L=18,00m D=1,10m
10
Dr. Costas Sachpazis, Civil & Geotechnical Engineer, e-mail: costas@sachpazis.info Web: www.geodomisi.com Mbl: +30 6936425722
Name : Horizontal cap. Stage - analysis : 1 - 1
Kh - according to Vesič
Modulus Kh
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
2.72
4.75
4.75 46.30
46.30
-50.00 50.00
[MN/m³]
0
(circular)
l = 18.00 m
Geometry
Min. = -27.74 mm
Max. = 28.41 mm
Displacement
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-27.7
-0.5
-0.5
-0.6
-40.0 40.0
[mm]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
28.4
0.1
0.5
-40.0 40.0
[mm]
0
Min. = -250.00 kN
Max. = 279.51 kN
Shear force
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-250.00
-32.67
-300.00 300.00
[kN]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
279.51
9.61
100.11
-300.00 300.00
[kN]
0
Min. = -877.85 kNm
Max. = 905.35 kNm
Bending moment
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-390.51
-877.85
-1000.00 1000.00
[kNm]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
250.00
905.35
-1000.00 1000.00
[kNm]
0
Kh - according to Vesič
Modulus Kh
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
2.72
4.75
4.75 46.30
46.30
-50.00 50.00
[MN/m³]
0
(circular)
l = 18.00 m
Geometry
Min. = -27.74 mm
Max. = 28.41 mm
Displacement
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-27.7
-0.5
-0.5
-0.6
-40.0 40.0
[mm]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
28.4
0.1
0.5
-40.0 40.0
[mm]
0
Min. = -250.00 kN
Max. = 279.51 kN
Shear force
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-250.00
-32.67
-300.00 300.00
[kN]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
279.51
9.61
100.11
-300.00 300.00
[kN]
0
Min. = -877.85 kNm
Max. = 905.35 kNm
Bending moment
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
-390.51
-877.85
-1000.00 1000.00
[kNm]
0
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
18.00
250.00
905.35
-1000.00 1000.00
[kNm]
0
Dr. Costas Sachpazis
Civil & Geotechnical Engineer
costas@sachpazis.info
+30 6936425722