1. Deterioration of Concrete Roads
Concrete Roads Deterioration

2. Concrete Roads Models From USA Chile 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 Types4

5. Jointed Plain Concrete Pavement without Dowels5

6. Jointed Plain Concrete Pavement with Dowels6

7. Jointed Reinforced Concrete Pavement7

8. Continuously Reinforced Concrete Pavement8

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 Loading17

18. Curling and Corner Distresses18

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
Concrete Roads Deterioration

23. Faulting 23
Concrete Roads Deterioration

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
Concrete Roads Deterioration

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. f Roughness on JPCP IRI IRIo Transversal Cracks Faulting Spalling =
ESAL 31
Concrete Roads Deterioration 20

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