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
Sum of moments about point of rotation;
ΣM tr = M trS1 + M trS2 + M trS3 + M trS4 + M trS5 + M trS6 +
M trS7 + M trS8t + M trS8b + M trS9 + M trS10 = -1 kNm
ΣM X = M XS1 + M XS2 + M XS3 + M XS4 + M XS5 + M XS6 +
M XS7 + M XS8t + M XS8b + M XS9 + M XS10 = 58539.2
kNm
Calculated soil lateral resist. (Tomlinson Eqn 7.52); R tr,calc = ΣM X / (e + X) = 4842.3 kN
Design lateral action; F tr,d,C2 = γ G,unfav,A2 × G tr,k,unfav - γ G,fav,A2 × G tr,k,fav +
γ Q,A2 × Q tr,k = 1260 kN
Design lateral resistance;
R tr,d,C2 = R tr,calc / γ tr,R4 = 4842.3 kN
F tr,d,C2 / R tr,d,C2 = 0.26
PASS - Design lateral resistance exceeds lateral load
Lateral deflection analysis (Characteristic values)
Resisting soil is divided into 10 segments to determine lateral resistance
From iteration, assume depth of point of rotation; X = 11952 mm
Distance from lateral action to ground;
e = e actual = 0 mm
Segment 1 properties:
Depth to base of segment from ground;
z Kq1= 1 × L / 10 = 1600 mm
Depth to base of segment from top of stratum; z Kc1 = z Kq1 - D strata1 = 1600 mm
Depth to pile width ratio for K q; z Kq1 / h = 1
Depth to pile width ratio for K c; z Kc1 / h = 1
Effective overburden pressure; p oz1 = p ozS0,k + (z Kq1 - D strata1) × γ' 1,k = 16 kN/m 2
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q1 = 1.11
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c1 = 6.85
Unit passive resist. at base (Tomlinson Eqn 7.49); p z1 = p oz1 × K q1 + c' 1,k × K c1 = 360.182 kN/m 2
Unit passive resistance at mid-height; p z1,m = (p z1 + p z0) / 2 = 180.091 kN/m 2
Segment lateral point load;
P LatS1 = L / 10 × p z1,m × h = 446.6 kN
Segment moment about applied load;
M trS1 = P LatS1 × (e + (1 - 0.5) × L / 10) = 357.3 kNm
Segment moment about X;
M XS1 = P LatS1 × (X - (1 - 0.5)× L / 10) = 4980.6 kNm
Segment 2 properties:
Depth to base of segment from ground;
z Kq2= 2 × L / 10 = 3200 mm
Depth to base of segment from top of stratum; z Kc2 = z Kq2 - D strata1 = 3200 mm
Depth to pile width ratio for K q; z Kq2 / h = 2.1
Depth to pile width ratio for K c; z Kc2 / h = 2.1
Effective overburden pressure; p oz2 = p ozS0,k + (z Kq2 - D strata1) × γ' 1,k = 32 kN/m 2
Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q2 = 1.22
Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c2 = 8.51
Unit passive resist. at base (Tomlinson Eqn 7.49); p z2 = p oz2 × K q2 + c' 1,k × K c2 = 464.435 kN/m 2
Unit passive resistance at mid-height; p z2,m = (p z2 + p z1) / 2 = 412.308 kN/m 2
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