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
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 = 1.3
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c3 = 9.48
Unit passive resist. at base (Tomlinson Eqn 7.49); p z3 = p oz3 × K q3 + c' 1,d × K c3 = 536.679 kN/m 2
Unit passive resistance at mid-height; p z3,m = (p z3 + p z2) / 2 = 500.557 kN/m 2
Segment lateral point load;
P LatS3 = L / 10 × p z3,m × h = 1241.4 kN
Segment moment about applied load;
M trS3 = P LatS3 × (e + (3 - 0.5) × L / 10) = 4965.5 kNm
Segment moment about X;
M XS3 = P LatS3 × (X - (3 - 0.5)× L / 10) = 9871.1 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 = 13.27
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c4 = 21.57
Unit passive resist. at base (Tomlinson Eqn 7.49); p z4 = p oz4 × K q4 + c' 2,d × K c4 = 886.587 kN/m 2
Unit passive resistance at mid-height; p z4,m = (p z4 + p z3) / 2 = 711.633 kN/m 2
Segment lateral point load;
P LatS4 = L / 10 × p z4,m × h = 1764.8 kN
Segment moment about applied load;
M trS4 = P LatS4 × (e + (4 - 0.5) × L / 10) = 9883.2 kNm
Segment moment about X; M XS4 = P LatS4 × (X - (4 - 0.5)× L / 10) = 11209.9
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 = 14.42
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c5 = 32.86
Unit passive resist. at base (Tomlinson Eqn 7.49); p z5 = p oz5 × K q5 + c' 2,d × K c5 = 1240.486 kN/m 2
Unit passive resistance at mid-height; p z5,m = (p z5 + p z4) / 2 = 1063.537 kN/m 2
Segment lateral point load;
P LatS5 = L / 10 × p z5,m × h = 2637.6 kN
Segment moment about applied load; M trS5 = P LatS5 × (e + (5 - 0.5) × L / 10) = 18990.5
kNm
Segment moment about X;
M XS5 = P LatS5 × (X - (5 - 0.5)× L / 10) = 12533 kNm
Segment 6 properties:
Depth to base of segment from ground;
z Kq6= 6 × L / 10 = 9600 mm
Depth to base of segment from top of stratum; z Kc6 = z Kq6 - D strata2 = 4600 mm
Depth to pile width ratio for K q; z Kq6 / h = 6.2
Depth to pile width ratio for K c; z Kc6 / h = 3
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