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Year-1 Plans (2005-06)

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Year-1 Plans (2005-06)

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  1. Experimental and Micromechanical Computational Study of Pile Foundations Subjected to Liquefaction-Induced Lateral Spreading - Task 1 (1g Tests)S. Thevanayagam, UBResearch Progress MeetingMarch 30, 2006, 2-4 pm; UB-VTCPI: R. Dobry, co-PI’s: A. Elgamal, S. Thevanayagam, T. Abdoun, M. ZeghalUB-NEES Lab: A. Reinhorn, M. Pitman, J. Hanley, T. AlbrechcinskiTulane: UsamaStudents: Ecemis, Peng Hao; RPI Students

  2. Year-1 Plans (2005-06) • Planning & Preparations • Sand Construction, Dry Runs & Preliminary Equipment Tests (9/05-5/06) • Saturated Free-Field Liquefaction Tests • Level Ground (LG-1)– Harmonic progressive amplitude increase (June 1-30, 06) • Sloping Ground (SG-1)- Harmonic progressive amplitude increase (July 1-20, 06) • Pre-test Data for FEM/DEM modelers– 2mo before tests for Class A prediction • Single Pile Tests • High-EI Pile (Test 1A)– Harmonic progressive amplitude increase, 0.2-0.3g (July 15-Aug.15, 06) • Low-EI Pile (Test 1B)– Harmonic progressive amplitude increase, 0.2-0.3g(Sept.1-30, 06) • Coordination w/ Centrifuge Tests & IT

  3. Agenda • UB-Schedule (Theva) • Overall Schedule • Equipment Fabrication/Assembly - Readiness • Test Schedule & Instrumentation Schedule (& Procurement) (ST) • Coord. with RPI (Instrumentation), UB & IT (ST, TA, AMR) • Ground Motion & Ground Slope (Theva) • Liquefaction Simulations: UB; RPI; Tulane (NE, MG, Usama, 5min each) • Conclusions – Gr Motion & Slope (Elgamal, Ricardo) • Non-Destructive Testing – Preliminary (Elgamal, Mourad, MP) • Test Preparations (Nurhan) • Laminar Box, Floor, Actuator Control – Status & Readiness (ST, AMR, MP) • Sand Construction, CPT; Instrument Procurement & Placement (ST, TA, AMR)

  4. Agenda- Prelim Discussion • Saturated Free-Field Liquefaction Tests (Theva) • Instrumentation – Plan & Adequacy (TA, ST) • Level Ground (LG-1)– Uncertainty & Decision on Ground motion (Ricardo) • Sloping Ground (SG-1)– Uncertainty & Decision & Corrections/ Box Slope; Gr. Motion (Ricardo) • Pre-test Data for FEM/DEM modelers– Additional Data Needed? (Mourad, Usama, Elgamal) • Single Pile Tests (Theva) • Instrumentation – Plan & Adequacy (TA, ST) • High-EI Pile (Test 1A)– Decision on EI – Value? (Ricardo) • Low-EI Pile (Test 1B)– Decision on EI – Value? (Ricardo) • 3-D Visualization & IT Preparations (Hassan, 10 minute Presentation)

  5. UB-NEES Schedule - 2006 • NEES - Soil-Pile • Strong Floor; Strong Wall, Work Space, Shared-Instrumentation (4/06-10/06) • Sand Pumps; Fast Actuators (4/06-10/06) • NEES - WOOD • Twin Shake Tables, Work Space; Shared Instrumentation (4/06-12/06) • NEES - Nonstructural Component (NSC) • Strong Floor (between Laminar Box & Shake Tables) (3/6-12/06) • Shared Instrumentation, Workspace • NEES – Other • Shared Resources Everyone’s cooperation needed

  6. Year-1 Pile - Schedule (2006)

  7. Agenda – Action Items • UB-Schedule (Theva) • Overall Schedule • Equipment Fabrication/Assembly - Readiness • Test Schedule & Instrumentation Schedule (& Procurement) (ST) • Coord. with RPI (Instrumentation), UB & IT (ST, TA, AMR) • Ground Motion & Ground Slope (Theva) • Liquefaction Simulations: UB; RPI; Tulane (NE, MG, Usama, 5min each) • Conclusions – Gr Motion & Slope (Elgamal, Ricardo) • Non-Destructive Testing – Preliminary (Elgamal, Mourad, MP) • Test Preparations (Nurhan) • Laminar Box, Floor, Actuator Control – Status & Readiness (ST, AMR, MP) • Sand Construction, CPT; Instrument Procurement & Placement (ST, TA, AMR)

  8. Liquefaction Simulation Student: Marcelo Gonzalez Supervisor: Prof. Tarek Abdoun Co- supervisor: Prof. Ricardo Dobry

  9. Using the FEM Cyclic1D software, 1-g, 1-D response of 6m column of soil was analyzed for the following input motions: Motion #5 0.05/5s, 0.15g/5s, 0.3g/10s Motion #6 0.3g/20s

  10. Water table 6 m Soil properties and dimensions of the model: Inclination angles: Level ground and 2 degrees

  11. Results: Pore water pressure history

  12. Results: Horizontal soil displacements

  13. Summary

  14. Draft Ground Motion #1:umax = 0.74’’f = 2 Hzfn = 5 – 7 Hzamax = 0.3 g(0.05/10; 0.1/10, 0.3/10)

  15. Soil • UB Tests – OS#55 Ottawa Sand • Dr=40%, Vs (at 10m depth) = 205 m/sec • Dr=50%, Vs (at 10m depth) = 210 m/sec

  16. Ground Motion #2:umax = 0.74’’f = 2 Hzfn = 5 – 7 Hzamax = 0.3 g(0.05g/5; 0.1g/5, 0.3g/5)

  17. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Motion #2 UB Tests-OS#55 Ottawa Sand Dr=40% e= 0.720 k= 1E-5 m/sec a=3o a=2o (0.05g/5s; 0.1g/5s, 0.3g/5s) a=1.5o

  18. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) UB Tests-OS#55 Ottawa Sand Dr=50% e= 0.70 k= 1E-5 m/sec a=3o a=2o (0.05g/5s; 0.1g/5s, 0.3g/5s) a=1.5o

  19. Ground Motion #3:umax = 0.74’’f = 2 Hzfn = 5 – 7 Hzamax = 0.3 g(0.05g/5s; 0.1g/5s,0.3g/10s)

  20. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Motion #3 UB Tests-OS#55 Ottawa Sand Dr=40% e= 0.720 Dry Unit Weight=15.1kN/m3 k= 1E-5 m/sec a=3o Horizontal Displacement Time History a=2o (0.05g/5s; 0.1g/5s,0.3g/10s) a=1.5o

  21. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Motion #3 UB Tests-OS#55 Ottawa Sand Dr=50% e= 0.70 Dry Unit Weight=15.3kN/m3 k= 1E-5 m/sec a=30 a=20 (0.05g/5s; 0.1g/5s,0.3g/10s) a=1.50

  22. Ground Motion #4:umax = 0.59’’f = 2 Hzfn = 5 – 7 Hzamax = 0.25 g (0.05g/5s; 0.1g/5s,0.25g/5s, 0.05g/5s)

  23. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Ground Motion #4: Motion#4 Dr=40% e= 0.72 k= 1E-5 m/sec a=20 (0.05g/5s; 0.1g/5s,0.25g/5s, 0.05g/5s) a=1.50

  24. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Motion# 4 Dr=50% e= 0.70 k= 1E-5 m/sec a=20 (0.05g/5s; 0.1g/5s,0.25g/5s, 0.05g/5s) a=1.50

  25. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Ground Motion #4: a=20 Du at 3m 5s,5s,5s,5s Dr=40% e= 0.72 k= 1E-5 m/sec Du at 6m

  26. 1-g FEM Sloping Ground Simulation Horizontal Displacement Time History (Relative to the base, m) Ground Motion #4: a=1.50 Du at 3m 5s,5s,5s,5s Dr=40% e= 0.72 k= 1E-5 m/sec Du at 6m

  27. 1-g FEM Sloping Ground Simulation Results (UB):

  28. 1-g FEM Sloping Ground Simulation Results (RPI): 5sec,5sec, 10sec

  29. 1-g FEM Sloping Ground Simulation Results (Usama): Solid Unit Weight=26kN/m^3 Soil Density = ? Motion #1 0.05/10s, 0.1g/10s, 0.3g/10s a=2o

  30. Summary

  31. Ground Motion/Slope Discussion • Chosen Ground motion (0.05/5s, 0.1g/5s, 0.25 or 0.3g/5s) is adequate to induce gradual rise in pore press. & Liquefaction. • Simulation results show that once Liquefaction is reached, sliding continues; Sliding increases with increase in slope. Typically exceeds 1m in 10-12 s and increases with time. • In real world, sliding will cease due to densification and dilation. • Ring Correction: Box Inclination = Field Inclination / 2.2 (approx) • Ring Friction Correction is not significant • Uncertainties • Look into 1-D simulations & possible Dr achievable more carefully before choosing inclination. • Perform LG-1 with GM#2 or GM#4; Await for Level Ground Test Results before finalizing Slope Angle.

  32. Ground Motion/Slope - Concensus? • Soil Density = 40-50% (?) • Ground Surface Inclination= 1.5 to 2o • Box Inclination • = Field Inclination / 2.2 (approx) • Maximum displacement= 1 m in 10 - 12 s • Uncertainties – Simulation, Density • Tentative Gr. Motion Ottawa Sand Dr=40 – 50% k=1E-5m/sec g= 19.2kN/m3

  33. Preliminary Discussion / Feasibility What Kind of Ground Motion is Desired? What measurements desired? What are you going to do with measurements? (Mourad / Elgamal) UB – Respond with Feasibility (MP/AMR) Follow up with Next Meeting (ST) Non-Destructive Testing – Ground Motion

  34. Agenda – Status Briefing • UB-Schedule (Theva) • Overall Schedule • Equipment Fabrication/Assembly - Readiness • Test Schedule & Instrumentation Schedule (& Procurement) (ST) • Coord. with RPI (Instrumentation), UB & IT (ST, TA, AMR) • Ground Motion & Ground Slope (Theva) • Liquefaction Simulations: UB; RPI; Tulane (NE, MG, Usama, 5min each) • Conclusions – Gr Motion & Slope (Elgamal, Ricardo) • Non-Destructive Testing – Preliminary (Elgamal, Mourad, MP) • Test Preparations Status (Nurhan) • Laminar Box, Floor, Actuator Control – Status & Readiness (ST, AMR, MP) • Sand Construction, CPT; Instrument Procurement & Placement (ST, TA, AMR)

  35. Year-1 Schedule (2005-2006)

  36. Laminar Box – Strong Floor Foot Print Strong Floor – Reserved April 1 – Oct.31, 06

  37. LAMINAR BOX - DYNAMIC ACTUATOR Controller – To be tested by Mark Pitman – 3/15-4/30/06 Reserved April 1 – Oct.31, 06 3 x 200 kips Dynamic Actuator Actuator Base Plate Bridge Deck Loading Frame

  38. Loading Frame Design Completed; Fabrication ongoing; Delivery April 17, 06

  39. Laminar Box – Strong Floor Modification Machined Base Steel Plate – UB NEES Funded PLAN VIEW

  40. Sand Construction - Hydraulic Filling Initial Slurry Pump Tests completed – Oct 05; Sand pumping/Density Control Tests – April 06 (weather)

  41. CPT/Density Testing

  42. Cone Density Testing Plastic Container = 4 ltr Metal Cone a = 6 ½ in b = 6 ½ in c = 1/2 in Base Plate 12 x 12 in

  43. Agenda- Prelim Discussion • Saturated Free-Field Liquefaction Tests (Theva) • Instrumentation – Plan & Adequacy (TA, ST) • Level Ground (LG-1)– Uncertainty & Decision on Ground motion (Ricardo) • Sloping Ground (SG-1)– Uncertainty & Decision & Corrections/ Box Slope; Gr. Motion (Ricardo) • Pre-test Data for FEM/DEM modelers– Additional Data Needed? (Mourad, Usama, Elgamal) • Single Pile Tests (Theva) • Instrumentation – Plan & Adequacy (TA, ST) • High-EI Pile (Test 1A)– Decision on EI – Value? (Ricardo) • Low-EI Pile (Test 1B)– Decision on EI – Value? (Ricardo) • 3-D Visualization & IT Preparations (Hassan, 10 minute Presentation)

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