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Deterioration of Concrete Roads

Deterioration of Concrete Roads. Concrete Roads. Joint Spalling Punch outs Cracking Faulting Slab failures Riding Quality Models From USA Chile. Types of Deterministic Models. Absolute (Concrete HDM-4) Predicts the future condition CONDITION = f(a0, a1, a2)

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Deterioration of Concrete Roads

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  1. Deterioration of Concrete Roads

  2. Concrete Roads • Joint Spalling • Punch outs • Cracking • Faulting • Slab failures • Riding Quality Models From • USA • Chile 2

  3. Types of Deterministic Models • Absolute (Concrete HDM-4) • Predicts the future condition CONDITION = f(a0, a1, a2) • Limited to conditions model developed for • Problems with calibration • Incremental (Asphalt HDM-4) • Predicts the change in condition from the current condition:  CONDITION = f(a0, a1, a2) • Can use any start point so much more flexible 3

  4. Concrete Roads Surface Types 4

  5. Jointed Plain Concrete Pavement without Dowels 5

  6. Jointed Plain Concrete Pavement with Dowels 6

  7. Jointed Reinforced Concrete Pavement 7

  8. Continuously Reinforced Concrete Pavement 8

  9. Distress Modes 9

  10. Structural Characteristics • The principal data for predicting the deterioration of concrete pavements: • Properties of materials • Percentage of reinforcement steel • Drainage conditions • Load transfer efficiency (across joints, and between slabs and shoulder) • Widened outside lanes 10

  11. Cracking • Transverse cracking occur due to high stress levels in the slabs or defects originating from material fatigue • The stresses are caused by the combined effect of thermal curling, moisture-induced curling and traffic loading 11

  12. Transverse Cracking 12

  13. Cracking in JP Pavements • Transverse cracking (% of slabs cracked) is modelled as a function of cumulative fatigue damage in the slabs and: • Cumulative ESALs • Temperature gradient • Material properties • Slab thickness • Joint spacing 13

  14. Cracking in JR Pavements • The number of deteriorated transverse cracks per km is predicted as a function of: • Cumulative ESALs • Pavement age • Slab thickness and Ec • Percentage of reinforcement steel, PSTEEL • Base type • Climate/environment (FI, MI) 14

  15. Curling 15

  16. Curling 16

  17. Curling and Traffic Loading 17

  18. Curling and Corner Distresses 18

  19. Faulting • Faulting is caused by the loss of fine material under a slab and the increase in fine material under nearby slabs • This flow of fine material is called pumping, and is caused by the presence of high levels of free moisture under a slab carrying heavy traffic loading • The effects of thermal and moisture-induced curling and lack of load transfer between slabs increase pumping 19

  20. Faulting 20

  21. Faulting • The average transverse joint faulting is predicted as a function of: • Cumulative ESALs • Slab thickness • Joint spacing and opening • Properties of material • Load transfer efficiency • Climate/environment (FI, PRECIP, DAYS90) • Base type • Widened outside lanes 21

  22. Faulting 22

  23. Faulting 23

  24. Spalling • Transverse joint spalling is the cracking or breaking of the edge of the slab up to a maximum of 0.6 m from the joint. • Transverse joint spalling can be caused by: • Presence of incompressible materials • Disintegration of concrete under high traffic loading • Improper consolidation of the concrete in the joint • Wrongly designed or built load transfer system 24

  25. Spalling • Transverse joint spalling is predicted as a function of: • Pavement age • Joint spacing • Type of seal • Dowel corrosion protection • Base type • Climate/environment (FI, DAYS90) 25

  26. Spalling 26

  27. Spalling 27

  28. Failures in CR Pavements • Localised failures include loosening and breaking of reinforcement steel and transverse crack spalling • These are caused by high tensile stresses induced in the concrete and reinforcement steel by traffic loading and changes in environmental factors • The number of failures is predicted as a function of: • Slab thickness • Percentage of reinforcement steel • Cumulative ESALs • Base type 28

  29. Present Serviceability Index • This is a subjective user rating of the existing ride quality of a pavement (ranging from 0 extremely poor to 5 extremely good) • For JR pavements, the change in PSR is calculated as a function of cracking, spalling and faulting • For CR pavements, the change in PSR is calculated as a function of slab thickness, cumulative ESALs and pavement age 29

  30. Roughness • For JP concrete pavements, roughness is calculated as a function of faulting, spalling and cracking • For JR and CR concrete pavements, roughness is calculated as a function of PSR 30

  31. Roughness on JPCP • IRIo • Transversal Cracks • Faulting • Spalling f IRI = IRI IRIo ESAL 31

  32. Property of Materials • Modulus of elasticity of concrete, Ec • Modulus of rupture of concrete, MR28 • Thermal coefficient of concrete,  • Drying shrinkage coefficient of concrete,  • Poisson’s ratio for concrete,  • Modulus of elasticity of dowel bars, Es • Modulus of elasticity of bases, Ebase • Modulus of subgrade reaction, KSTAT 32

  33. Maintenance Works (1) 33

  34. Maintenance Works (2) 34

  35. Maintenance Works (3) 35

  36. HDM Series – Volume 4 36

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