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: Δ CONDITION = f(a0, a1, a2) Can use any start point so much more flexible 3

4 Concrete Roads Surface Types Surface types upon which the concrete RD models are based Surface type JP JP JR CR Description Jointed Plain concrete pavement - without load transfer dowels Jointed Plain concrete pavement - with load transfer dowels Jointed Reinforced concrete pavement Continuously Reinforced concrete pavement 4

5 Jointed Plain Concrete Pavement without Dowels Joint spacing 3-6 m Slab Base Aggregate Interlock Figure 2.1 Jointed plain concrete pavements without dowels 5

6 Jointed Plain Concrete Pavement with Dowels Joint spacing 3-6 m Dowels Figure 2.2 Jointed plain concrete pavements with dowels 6

7 Jointed Reinforced Concrete Pavement Joint spacing m Slab Base Dowels Welded wire fabric ( %) Figure 2.3 Jointed reinforced concrete pavements 7

8 Continuously Reinforced Concrete Pavement Slab Cracks separation Base Reinforcement steel 0,6-0,8 % of area Figure 2.4 Continuously reinforced concrete pavements 8

9 Distress Modes Distress modes modelled in HDM-4 No. Distress mode Units of measurement Pavement surface type 1 Cracking Percent of slabs cracked JP Number per mile JR 2 Faulting inches JP and JR 3 Spalling Percent of spalled joints JP and JR 4 Failures Number per mile CR 5 Serviceability loss Dimensionless JR and CR 6 Roughness Inches per mile (or m/km) JP, JR and CR 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 Distress width Distress width A B C D Transv. Joint C D Longitudinal Joint Transv. Joint C L Slab A B Traffic Shoulder 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 E c 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 A faulting B Transv. Joint Transv. Joint Longitudinal Joint C L Slab A B Traffic 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 p Agua Carga en Losa de Aproximación Movimiento Lento del Agua 22

23 Faulting INERCIA Carga en Losa de Alejamiento SUCCION Movimiento Rápido del Agua IMPULSION ESCALONAMIENTO Depósito de Sólidos Base Erosionada 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 Distress width < 0,6 m A Transv. Joint Joint B C Transv. Joint Crack D Joint Transv. Joint Low Sev.: 1,8 m High Sev.: 1,5 m Low Sev.: C D 2 m Moder. Sev.: 2,5 m Traffic A B Shoulder 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 IRI = f IRIo Transversal Cracks Faulting Spalling IRI IRIo ESAL 31

32 Property of Materials Modulus of elasticity of concrete, E c Modulus of rupture of concrete, MR28 Thermal coefficient of concrete, α Drying shrinkage coefficient of concrete, γ Poisson s ratio for concrete, μ Modulus of elasticity of dowel bars, E s Modulus of elasticity of bases, E base Modulus of subgrade reaction, KSTAT 32

33 Maintenance Works (1) Maintenance works for concrete pavements Works class Works type Works activities Pavement surface type JP JR CR Routine Routine maintenance Vegetation control, line marking, drain cleaning, etc. a a a Load transfer dowels retrofit a Preventive treatment Tied concrete shoulders retrofit a a Longitudinal edge drains retrofit a a Joint sealing a a Slab replacement a Periodic Restoration Rehabilitation Full depth repair a a Partial depth repair a Diamond grinding a a Bonded concrete overlay a a a Unbonded concrete overlay a a a Reconstruction Pavement reconstruction a a a 33

34 Maintenance Works (2) Maintenance works applicable to JP concrete carriageway Works type Works activity / operation ID code Ranking Unit cost Reconstruction Pavement reconstruction REC 1 per m 2 Rehabilitation Unbonded concrete overlay UOL 2 per m 2 Bonded concrete overlay BOL 3 per m 2 Slab replacement SLR 4 per m 2 Restoration Partial depth repair PDR 5 per m (joint length) Diamond grinding* DGR 6 per m 2 Load transfer dowels retrofit* DWL 7 per m (joint length) Preventive treatment Tied concrete shoulders retrofit* TCS 7 per km Longitudinal edge drains retrofit* RED 7 per km Joint sealing* SLJ 7 per m (joint length) Note: * Works activity can be applied together with slab replacement or partial depth repair in the same analysis year 34

35 Maintenance Works (3) Maintenance works applicable to JR concrete carriageway Works type Works activity / operation ID code Ranking Unit cost Reconstruction Pavement reconstruction REC 1 per m 2 Rehabilitation Unbonded concrete overlay UOL 2 per m 2 Bonded concrete overlay BOL 3 per m 2 Restoration Full depth repair FDR 4 per m 2 Diamond grinding* DGR 5 per m 2 Tied concrete shoulders retrofit* TCS 6 per km Preventive treatment Longitudinal edge drains retrofit* RED 6 per km Joint sealing* SLJ 6 per m (joint length) 35

36 HDM Series Volume 4 36

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