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Full-scale Reflective Cracking Test Update

Full-scale Reflective Cracking Test Update. Presented to: FAA Airport Pavement Working Group Meeting By: Hao Yin, Ph.D., P.E. Gemini Technologies, Inc. Date: April 24, 2012. Acknowledgement. SRA Chuck Teubert Jerry Connelly Renaldo Aponte Jeff Stein

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Full-scale Reflective Cracking Test Update

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  1. Full-scale Reflective Cracking Test Update Presented to: FAA Airport Pavement Working Group Meeting By: Hao Yin, Ph.D., P.E. Gemini Technologies, Inc. Date: April 24, 2012

  2. Acknowledgement • SRA • Chuck Teubert • Jerry Connelly • Renaldo Aponte • Jeff Stein • Gupta Durgesh • David Traverzo • Pochtar Daniel • Bing Xiao • Henry Fermin • FAA • Dr. Satish Agrawal • Dr. Gordon Hayhoe • Donald Babargallo • Ryan Rutter • Frank Petch • Murphy Flynn • RMD • Roy McQueen • Christopher Deker

  3. Objective Generate information from full-scale tests (NAPTF) to assist in the improvement of current design procedures for AC overlay on rigid airport pavements.

  4. Scope Evaluate the initiation and propagation of bottom-up reflection cracks due to temperature effect acting alone (thermally induced fatigue), assuming intact PCC slabs. Nunn, M., 1st RILEM 1989

  5. Key Parameters 1. Pavement Temperature: T=32oF, DT=17oF

  6. Key Parameters 2. Horizontal Displacement at Joint: 15 mils

  7. Key Parameters 3. Loading Rate ? 4. AC-PCC Interface Bond ?

  8. Progress Since 2011 • Laboratory tests • Construction, instrumentation, and data collection • Temperature Effect Simulation System (TESS) tune-up and enhancements • Trial test

  9. Determination of Loading Rate Texas Overlay Tester Temp: 32 oF Max Hori Dip: 15 mils Loading Rate: 0.25, 0.50, 1.0 mil/sec

  10. Overlay Tester Results 0.05

  11. Straight Asphalt steel rake heavy broom Emulsion Interface Bond Experiment

  12. Bond Strength Test Temp: 32 oF Loading Rate: 0.05 mil/sec

  13. Bond Strength Test

  14. PG 64-22 Straight Asphalt and Heavy Broom Bond Strength Test

  15. Temperature Unit Re-design

  16. Pavement Construction P-401 (PG 64-22) 5” P-501 12” 8” P-501 P-209 (Dense Graded Aggregate) 6” Subgrade

  17. Pavement Construction

  18. Pavement Construction

  19. Pavement Construction

  20. Instrumentation Layout South 1.5’ ASG/CSG L ASG/CSG T L L 12.0’ Surface SG T ASG/CSG ASG/CSG L L T L ASG/CSG ASG/CSG T T T T 1.5’ North

  21. Data Collection

  22. Mishap Before Overlay North South

  23. Mishap After Overlay E Force, 92,000 lb Force -85,000 lb Ten Com N S 56 mil -46 mil W

  24. Mishap After Overlay E Com N S Ten W

  25. Mishap After Overlay

  26. Crack Arrester

  27. Trial Test • Feb 27 – March 15 • AC/PCC interface temperature: 32oF • Max Hori Dis: 0.015 in • 600 sec per cycle • 144 cycles per day • Total of 2641 cycles

  28. Hydraulic Control

  29. Hydraulic Control – Cont.

  30. Hori Dis Along Joint North South

  31. Pavement Temperature

  32. Crack Development36 Cycles

  33. Crack Development180 Cycles

  34. Crack initiation

  35. Dynamic Modulus 430,000

  36. Tensile Strength: Field vs. Lab Tensile Strength Field = 200 psi Temperature: 14oF Loading Rate: 8 mil/sec (0.5 in/min) Tensile Strength Lab = 500 psi Buttlar et al. 2011

  37. Crack Development280 Cycles

  38. Actuator Force

  39. Crack Development2641 Cycles 37.5” 17”

  40. Surface SG Response

  41. Surface SG Response

  42. Surface SG Response

  43. Embedded SG Response

  44. Future Activities • Experiment instrumentation • Mill existing AC and overlay • Full-scale test • Laboratory tests • Fracture energy of AC • Creep compliance of AC • Tensile strength of AC • Thermal Coefficient of PCC

  45. Image Recording - North

  46. Image Recording - South

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