Sachpazis_Pile Analysis & Design. Calculation according to EN 1997-1-2004

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Project: Pile Analysis & Design, In
accordance with EN 1997-1:2004
incorporating Corrigendum dated February
2009 and the recommended values.
Calc.
Dr. C. Sachpazis
Section
Civil & Geotechnical Engineering
Date
04/01/2016
Chk'd by
Job Ref.
www.geodomisi.com
Sheet no./rev. 1
Date App'd by Date
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q2 = 0.93
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c2 = 7.85
Unit passive resist. at base (Tomlinson Eqn 7.49); p z2 = p oz2 × K q2 + c' 1,d × K c2 = 343.619 kN/m 2
Unit passive resistance at mid-height; p z2,m = (p z2 + p z1) / 2 = 305.947 kN/m 2
Segment lateral point load;
P LatS2 = L / 10 × p z2,m × h = 758.7 kN
Segment moment about applied load;
M trS2 = P LatS2 × (e + (2 - 0.5) × L / 10) = 1821 kNm
Segment moment about X;
M XS2 = P LatS2 × (X - (2 - 0.5)× L / 10) = 7351.7 kNm
Segment 3 properties:
Depth to base of segment from ground;
z Kq3= 3 × L / 10 = 4800 mm
Depth to base of segment from top of stratum; z Kc3 = z Kq3 - D strata1 = 4800 mm
Depth to pile width ratio for K q; z Kq3 / h = 3.1
Depth to pile width ratio for K c; z Kc3 / h = 3.1
Effective overburden pressure; p oz3 = p ozS0,d + (z Kq3 - D strata1) × γ' 1,d = 48 kN/m 2
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q3 = 0.99
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c3 = 8.7
Unit passive resist. at base (Tomlinson Eqn 7.49); p z3 = p oz3 × K q3 + c' 1,d × K c3 = 395.655 kN/m 2
Unit passive resistance at mid-height; p z3,m = (p z3 + p z2) / 2 = 369.637 kN/m 2
Segment lateral point load;
P LatS3 = L / 10 × p z3,m × h = 916.7 kN
Segment moment about applied load;
M trS3 = P LatS3 × (e + (3 - 0.5) × L / 10) = 3666.8 kNm
Segment moment about X;
M XS3 = P LatS3 × (X - (3 - 0.5)× L / 10) = 7415.4 kNm
Segment 4 properties:
Depth to base of segment from ground;
z Kq4= 4 × L / 10 = 6400 mm
Depth to base of segment from top of stratum; z Kc4 = z Kq4 - D strata2 = 1400 mm
Depth to pile width ratio for K q; z Kq4 / h = 4.1
Depth to pile width ratio for K c; z Kc4 / h = 0.9
Effective overburden pressure; p oz4 = p ozS1,d + (z Kq4 - D strata2) × γ' 2,d = 66.8 kN/m 2
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q4 = 8.17
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c4 = 15.42
Unit passive resist. at base (Tomlinson Eqn 7.49); p z4 = p oz4 × K q4 + c' 2,d × K c4 = 546.014 kN/m 2
Unit passive resistance at mid-height; p z4,m = (p z4 + p z3) / 2 = 470.834 kN/m 2
Segment lateral point load;
P LatS4 = L / 10 × p z4,m × h = 1167.7 kN
Segment moment about applied load;
M trS4 = P LatS4 × (e + (4 - 0.5) × L / 10) = 6538.9 kNm
Segment moment about X;
M XS4 = P LatS4 × (X - (4 - 0.5)× L / 10) = 7577.3 kNm
Segment 5 properties:
Depth to base of segment from ground;
z Kq5= 5 × L / 10 = 8000 mm
Depth to base of segment from top of stratum; z Kc5 = z Kq5 - D strata2 = 3000 mm
Depth to pile width ratio for K q; z Kq5 / h = 5.2
Depth to pile width ratio for K c; z Kc5 / h = 1.9
Effective overburden pressure; p oz5 = p ozS1,d + (z Kq5 - D strata2) × γ' 2,d = 86 kN/m 2
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q5 = 8.76
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c5 = 22.24
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