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Fellenius prediction presentation

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Publicado el

1er Congreso - Seminario Internacional
de Fundaciones Profundas - Santa Cruz, Bolivia - 2013

Publicado en: Ingeniería
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Fellenius prediction presentation

  1. 1. International Seminar on Deep Foundations Seminario Internacional de Fundaciones Profundas Pile Prediction Event Evento de Prediccion -- Pilotes Santa Cruz, Bolivia, April 23 – 25, 2013 Bengt H. Fellenius
  2. 2. 0 5 10 15 20 25 DEPTH(m) 1.2 m 17.5 m 2.5 m 15.0m O-cell EB EB 600 mm 2.9 m GW 1.0 m 4.0 m 7.0 m 10.0 m 13.0 m 16.0 m 1.8 m 4.1 m 7.1 m 8.6 m 9.6 m Ground surface Test Pile Configurations and Strain-Gage Levels 360 mm400 mm 600 mm TP1 TP2 TP3 TP4 "Std" FDP FDP "Std" +EB +O-cell +EB BH1 BH3 BH 4 BH2 0.0 m 400 mm 360 mm 360 mm 450 mm 0.40 m 3.4 m 6.4 m 9.4 m 10.9 m 11.6 m Purpose of the four tests is to compare the response of a bored piled drilled with bentonite as opposed to a Full Displacement Pile (FDP) and, also, to test the effect of placing an Expander Base at the toe of each pile type.
  3. 3. 0 5 10 15 20 5 10 15 20 25 30 NORTH-SOUTH EAST-WEST BH1 BH3 TP1 TP2 TP3 TP4 Boreholesand Test Piles in Plan RP1 RP2 RP3 RP4 RP5 RP6 RP7 RP8 RP9 RP10 REFERENCE BEAM BH2
  4. 4. 0 2 4 6 8 10 12 14 16 18 20 0 10 20 30 40 50 DEPTH(m) N (blows/0.3m) SPT1 SPT2 SPT3 0 2 4 6 8 10 12 14 16 18 20 0 5 10 15 20 25 30 DEPTH(m) WATER CONTENT (%) 0 2 4 6 8 10 12 14 16 18 20 0 20 40 60 80 100 DEPTH(m) GRAIN SIZE (%) Fine to Medium Sand Medium to Coarse SandFines Gravel Zone of Clay and Clayey Sand (no samples) BH-1
  5. 5. 0 1 2 3 4 5 6 7 8 9 10 11 12 0 10 20 30 CONE STRESS, qc (MPa) DEPTH(m) CPT1 CPT2 CPT3 CPT4
  6. 6. Bengt’s Rule Never miss a chance to share a challenge with good friends The Prediction Predict the pile-head load-movement curve for the four test piles and Determine the capacity of the pile from each load-movement curve Bengt’s Philosophy If my prediction is wrong, I expect my friends to forget it. If I am right, I will not let them forget it!
  7. 7. 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) Pile TP1 Load-Movement Predictions
  8. 8. Pile TP1 Capacity Evaluations 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm)
  9. 9. 18 RealtiveFrequency Values σ = Standard Deviation = 671 σ/µ = Coefficient of Variation, COV = 0.34 The area between -σ and +σ from the mean value is 68% of total area The area between -2σ and +2σ from the mean value is 90% of total area Mean, µ NORMAL DISTRIBUTION 2σ 4σ = 1976
  10. 10. Pile TP1
  11. 11. 20 0 500 1,000 1,500 2,000 2,500 3,000 0 25 50 75 100 125 150 LOAD(KN) MOVEMENT (mm) UniPile Calculations TP1 Head Shaft Toe "Capacity"
  12. 12. 21 0 100 200 0 10 20 30 40 50 60 70 80 90 100 PREDICTEDCAPACITY =100 MOVEMENT (mm) 220 130 Fellenius, B.H., 2013. Capacity and load-movement of a CFA pile: A prediction event. ASCE GeoInstitute Geo Congress San Diego, March 3-6, 2013, Foundation Engineering in the Face of Uncertainty, ASCE, Reston, VA, James L. Withiam, Kwok-Kwang Phoon, and Mohamad H. Hussein, eds., Geotechnical Special Publication, GSP 229, pp. 707-719.
  13. 13. Pile TP1 Now with the results of the static loading test 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) BHF Geometric Mean 260 110 126 COMPILATION OF ALL PREDICTIONS Capacity Predicted
  14. 14. Pile TP2 0 500 1,000 1,500 2,000 2,500 3,000 3,500 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) BHF Geometric Mean 95 63 68 COMPILATION OF ALL PREDICTIONS, TP2 Capacity Predicted
  15. 15. Pile TP2 0 500 1,000 1,500 2,000 2,500 3,000 3,500 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) BHF Geometric Mean 95 63 68 COMPILATION OF ALL PREDICTIONS, TP2 Capacity Predicted Now with the results of the static loading test
  16. 16. Pile TP3 0 1,000 2,000 3,000 4,000 5,000 6,000 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) Geometric Mean 65 106 COMPILATION OF ALL PREDICTIONS, TP2 Capacity Predicted
  17. 17. 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 0 10 20 30 40 50 60 LOAD(KN) MOVEMENT (mm) 82 COMPILATION OF ALL PREDICTIONS O-cell upward O-cell upward Pile TP4 O-cell downward
  18. 18. 0 2 4 6 8 10 12 14 16 18 20 0 500 1,000 1,500 2,000 2,500 DEPTH(m) LOAD (KN) Pile TP1 – Bored with Bentonite Pile TP2 -- FDP
  19. 19. Pile TP2 Pile TP3 – with Expander Base
  20. 20. Pile TP1
  21. 21. Pile TP2
  22. 22. Pile TP3
  23. 23. CONCLUSIONS The shaft resistance of the FDP pile was about twice or more than the pile drilled with bentonite. The stiffness of the about 10 m long FDP pile was about equal to or better than that of the about twice as long pile drilled with bentonite. The Expander Base provided a significantly increased stiffness to both the pile drilled with bentonite and the FDP pile. We need to decide on how we determine pile capacity, or the various factors of safety and LRFD-values could be rather meaningless. The prediction event and my participation in the test have been most enjoyable. I hoped I have been able to convey this to you. Thank You

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