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

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GEODOMISI Ltd. - Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30) 6936425722 & (+44) 7585939944, www.geodomisi.com - costas@sachpazis.info 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 Unit passive resistance at mid-height; p z8,m = (p z8 + p z7) / 2 = 2259.074 kN/m 2 Approximate calculation applying the unit passive resistance at mid-height above and below X: Segment (above X) lateral point load; P LatS8t = (X - 7 × L / 10) × h × p z8,m = 2632.2 kN Segment (above X) moment about applied load; M trS8t = P LatS8t × (e + X - (X - (7 × L / 10)) / 2) = 30470.5 kNm Segment (above X) moment about X; M XS8t = P LatS8t × ((X - (7 × L / 10)) / 2) = 989.4 kNm Segment (below X) lateral point load; P LatS8b = -(8 × L / 10 - X) × h × p z8,m = -2970.3 kN Segment (below X) moment about applied load; M trS8b = P LatS8b × (e + X + (8 × L / 10 - X) / 2) = - 36759.5 kNm Segment (below X) moment about X; M XS8b = P LatS8b × ((X - (8 × L / 10)) / 2) = 1259.8 kNm Segment 9 properties: Depth to base of segment from ground; z Kq9= 9 × L / 10 = 14400 mm Depth to base of segment from top of stratum; z Kc9 = z Kq9 - D strata3 = 400 mm Depth to pile width ratio for K q; z Kq9 / h = 9.3 Depth to pile width ratio for K c; z Kc9 / h = 0.3 Effective overburden pressure; p oz9 = p ozS2,k + (z Kq9 - D strata3) × γ' 3,k = 162.4 kN/m 2 Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q9 = 2.01 Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c9 = 4.87 Unit passive resist. at base (Tomlinson Eqn 7.49); p z9 = p oz9 × K q9 + c' 3,k × K c9 = 1055.889 kN/m 2 Unit passive resistance at mid-height; p z9,m = (p z9 + p z8) / 2 = 1766.876 kN/m 2 Segment lateral point load; P LatS9 = -L / 10 × p z9,m × h = -4381.9 kN Segment moment about applied load; M trS9 = P LatS9 × (e + (9 - 0.5) × L / 10) = -59593.2 kNm Segment moment about X; M XS9 = P LatS9 × (X - (9 - 0.5)× L / 10) = 7222.5 kNm Segment 10 properties: Depth to base of segment from ground; z Kq10= 10 × L / 10 = 16000 mm Depth to base of segment from top of stratum; z Kc10 = z Kq10 - D strata3 = 2000 mm Depth to pile width ratio for K q; z Kq10 / h = 10.3 Depth to pile width ratio for K c; z Kc10 / h = 1.3 Effective overburden pressure; p oz10 = p ozS2,k + (z Kq10 - D strata3) × γ' 3,k = 180 kN/m 2 Brinch Hansen coefficient, K q (Tomlison Fig 7.37); K q10 = 2.04 Brinch Hansen coefficient, K c (Tomlison Fig 7.37); K c10 = 7.97 Unit passive resist. at base (Tomlinson Eqn 7.49); p z10 = p oz10 × K q10 + c' 3,k × K c10 = 1562.015 kN/m 2 Unit passive resistance at mid-height; p z10,m = (p z10 + p z9) / 2 = 1308.952 kN/m 2 Segment lateral point load; P LatS10 = -L / 10 × p z10,m × h = -3246.2 kN Segment moment about applied load; M trS10 = P LatS10 × (e + (10 - 0.5) × L / 10) = -49342.3 kNm Segment moment about X; M XS10 = P LatS10 × (X - (10 - 0.5)× L / 10) = 10544.5 kNm Sum of moments about point of load application near zero; Page 16 of 17
GEODOMISI Ltd. - Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30) 6936425722 & (+44) 7585939944, www.geodomisi.com - costas@sachpazis.info 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 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 Sum of moments about point of rotation; ΣM X = M XS1 + M XS2 + M XS3 + M XS4 + M XS5 + M XS6 + M XS7 + M XS8t + M XS8b + M XS9 + M XS10 = 86638.2 kNm Calculated soil lateral resist. (Tomlinson Eqn 7.52); R tr,calc = ΣM X / (e + X) = 7249 kN Lateral deflection Characteristic lateral action; F tr,k = G tr,k,unfav - G tr,k,fav + Q tr,k = 1200 kN Virtual point of fixity, from iteration; V zf = R tr,calc - P LatS1 - P LatS2 - P LatS3 - P LatS4 - P LatS5 - R × P LatS6 = 0 kN z f = (5 + R) × L / 10 = 8061 mm Actual lateral deflection at top of pile; δ Lat = (F tr,k × (e + z f) 3 ) / (3 × E × I) = 23.5 mm Allowable lateral deflection; δ LatAllow = 25 mm δ Lat / δ LatAllow = 0.94 PASS - Allowable lateral deflection exceeds actual lateral deflection GEODOMISI Ltd. - Dr. Costas Sachpazis Civil & Geotechnical Engineering Consulting Company for Structural Engineering, Soil Mechanics, Rock Mechanics, Foundation Engineering & Retaining Structures. Tel.: (+30) 210 5238127, 210 5711263 - Fax.:+30 210 5711461 - Mobile: (+30) 6936425722 & (+44) 7585939944, www.geodomisi.com - costas@sachpazis.info Page 17 of 17
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Sachpazis_Pile Analysis & Design. Calculation according to EN 1997-1-2004