Session 68 Sigurdur Erlingsson
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This document summarizes a presentation on the impact of water on road degradation. It discusses a research project studying water movement in road structures and presents field observations from moisture monitoring programs. Specifically, it shows how moisture levels varied with depth and temperature over time. Charts are also shown comparing measured stiffness values from road tests to gravimetric moisture content readings. Finally, it describes an instrumented test section and procedure used to study the effects of water on measured responses like pressure, strain and deflection.
![A moisture monitoring program
20
Gravimetric moisture cont. [%]
Winter thaw Spring thaw
15
Non-frost Unfrozen moisture Unfrozen moisture
during winter during winter
10
5
0
1/3/00
1/4/00
1/10/99
1/12/99
31/1/00
31/10/99
31/12/99
15
Grundartangi
10
Temperature [°C]
5
0
-5
-10
1/1/00
1/2/00
1/3/00
1/4/00
1/10/99
1/11/99
1/12/99](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-5-320.jpg)
![Moisture variation with depth and
time
20
15 Air temperature
10
Temperature [°C]
5
0
-5
-10
-15
15.3.02
31.3.02
16.4.02
2.5.02
18.5.02
3.6.02
Base
course
Subbase
Subgrade
March, 15th
2002](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-6-320.jpg)
![FWD backcalculations Stiffnesses
Base Course - Depth 0 - 20 cm
100000
10000
E1 [MPa]
1000
100
1.jan 31.jan 2.mar 1.apr 1.maí 31.maí 30.jún 30.júl 29.ágú
Subbase - Depth 20 - 60 cm
100000
E2 [MPa]
10000
1000
100
1.jan 31.jan 2.mar 1.apr 1.maí 31.maí 30.jún 30.júl 29.ágú](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-7-320.jpg)
![FWD results & grav. moisture in 1999
Section 1.4.1
25 500
Moisture in base course 2, d = 15 cm
Moisture in subbase 1, d = 25 cm
Moisture in subbase 2, d = 45 cm
20 400
Stiffness of base & subbase
Gravimetric moisture cont. [%]
Stiffness of subgrade
Moduli, Mr [MPa]
15 300
10 200
5 100
0 0
1/3/99
1/4/99
1/5/99
1/6/99
1/7/99
1/8/99](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-8-320.jpg)
![The instrumented test structures – SE06
0.0
Asphalt Concrete
4.8 3 x 3 Pressure cells
Bituminous Base
10.1 3 x 4 Vertical strain gauges
Granular Base Course 4 x 2 Horizontal strains gauges
20.9 1 x 3 Deflection sensors
Granular Subbase
35.1
Subgrade, sand
Instrumentation
Pressure cell
Horizontal strain, longitudinal
Horizontal strain, transversal
Vertical strain
Depth [cm] Vertical deflection](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-11-320.jpg)
![Test procedure
0.0
Asphalt Concrete
4.8
Bituminous Base
10.1
Granular Base Course
20.9
Granular Subbase
35.1
Subgrade, sand
30 cm
35 cm
30 cm gwt Depth [cm]
300 cm](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-12-320.jpg)
![The Response Measurements
200 60
Vertical stress, σv [kPa]
Vertical stress, σv [kPa]
SPC-214 d = 17.5 cm 50 SPC-215 d = 44.0 cm
150
40
100 30 0.0
20
Asphalt Concrete
50 4.8
10 Bituminous Base
0 0 10.1
0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000 Granular Base Course
Number of load repetitions, N Number of load repetitions, N
20.9
60 Granular Subbase
Vertical stress, σv [kPa]
50 SPC-218 d = 60.0 cm
40 35.1
30
20
Subgrade, sand
10 30 cm
0
0 200000 400000 600000 800000 1000000 gwt
0.0040 of load repetitions, N
Number 0.0010
Z-35 d = 10.1/20.7 65.1
Vertical strain, εv [-]
Vertical strain, εv [-]
0.0008 Z-38 d = 20.7/35.3
0.0030
0.0006
0.0020
0.0004
0.0010
0.0002
0.0000 0.0000
0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000
Number of load repetitions, N Number of load repetitions, N
Depth [cm]
0.0010 0.0010
Z-29 d = 35.3/50.5
Vertical strain, εv [-]
Vertical strain, εv [-]
0.0008 0.0008 Z-30 d = 50.5/65.5
0.0006 0.0006
0.0004 0.0004
0.0002 0.0002
0.0000 0.0000
0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000
Number of load repetitions, N Number of load repetitions, N](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-13-320.jpg)
![Response – Numerical simulation
Stress σ z [kPa]
0 100 200 300 400 500 600 700 800 0.0
Asphalt Concrete
0 4.8
Bituminous Base
10.1
10 Granular Base Course
20.9
20 Granular Subbase
Depth [cm]
30 35.1
Calculated, dry
40 Calculated, wet Subgrade, sand
Measurements, wet 30 cm
50 Measurements, dry
gwt
Vertical strain ε z [-]
60 65.1
-0.001 0.000 0.001 0.002 0.003
0
70
10
20 Depth [cm]
Depth [cm]
30
40 Calculations, dry
Calculation, wet
50 Measurements, dry
Measurement, wet
60
70](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-14-320.jpg)
![Permanent deformation prediction
10 0.0
Asphalt Concrete
4.8
Bituminous Base
Permanent deformation, δ [mm]
Sg measurements 10.1
8
Sg calculations Granular Base Course
20.9
6
Granular Subbase
2.0
4 35.1
Sb measurements
Permanent deformation, δ [mm]
Subgrade, sand
Sb calculations
1.5 30 cm
2
2.0
gwt
0 BC measurements
65.1
Permanent deformation, δ [mm]
1.0
0 200000 400000 600000 800000 BC calculations
1000000
1.5
Number of passes, N
15
0.5
Rut measurements
1.0
Rut calculations
Permanent deformation, δ [mm]
Depth [cm]
0.0
0 200000 0.5 10
400000 600000 800000 1000000
Number of passes, N
0.0
0 200000 400000 5
600000 800000 1000000
Number of passes, N
0
0 200000 400000 600000 800000 1000000
Number of passes, N](https://image.slidesharecdn.com/session68sigurdurerlingsson-111128034926-phpapp01/85/Session-68-Sigurdur-Erlingsson-15-320.jpg)
Session 68 Sigurdur Erlingsson
- 1. Transportforum 8-9 Januari, Linköping, 2009 Vattnets inverkan på vägars nedbrytning Sigurdur Erlingsson
- 2. Outline • Cost Action 351 – Watmove • Field observation • HVS – SE06 • Conclusion
- 3. Cost Action 351 - WATMOVE Water Movements in Road Pavements and Embankments • Homepage: www.watmove.org – Water In Pavements - WIP'05 Presentations – Water In Pavements - WIP'06 Presentations • Text book (Springer 2009) – WATER IN ROAD STRUCTURES Movement, Drainage & Effects Dawson, A (Ed.) http://www.springer.com/earth+sciences/hydrogeology/book/978-1-4020-8561-1
- 4. The book 1 Introduction 2 Water Flow Theory for Saturated and Unsaturated Pavement Material 3 Measurement Techniques for Water Flow 4 Heat Transfer in Soils 5 Water in Pavement Surfacing 6 Sources of Fate of Water Contaminants in Roads 7 Contaminant Sampling and Analysis 8 Water Influences on Bearing Capacity and Pavement Performance: Field Observations 9 Water Influence on Mechanical Behaviour of Pavements: Constitutive Modelling 10 Water Influence on Mechanical Behaviour of Pavements: Experimental Investigation 11 Modelling Coupled Mechanics, Moisture and Heat in Pavement Structures 12 Pollution Mitigation 13 Control of Pavement Water and Pollution Prevention
- 5. A moisture monitoring program 20 Gravimetric moisture cont. [%] Winter thaw Spring thaw 15 Non-frost Unfrozen moisture Unfrozen moisture during winter during winter 10 5 0 1/3/00 1/4/00 1/10/99 1/12/99 31/1/00 31/10/99 31/12/99 15 Grundartangi 10 Temperature [°C] 5 0 -5 -10 1/1/00 1/2/00 1/3/00 1/4/00 1/10/99 1/11/99 1/12/99
- 6. Moisture variation with depth and time 20 15 Air temperature 10 Temperature [°C] 5 0 -5 -10 -15 15.3.02 31.3.02 16.4.02 2.5.02 18.5.02 3.6.02 Base course Subbase Subgrade March, 15th 2002
- 7. FWD backcalculations Stiffnesses Base Course - Depth 0 - 20 cm 100000 10000 E1 [MPa] 1000 100 1.jan 31.jan 2.mar 1.apr 1.maí 31.maí 30.jún 30.júl 29.ágú Subbase - Depth 20 - 60 cm 100000 E2 [MPa] 10000 1000 100 1.jan 31.jan 2.mar 1.apr 1.maí 31.maí 30.jún 30.júl 29.ágú
- 8. FWD results & grav. moisture in 1999 Section 1.4.1 25 500 Moisture in base course 2, d = 15 cm Moisture in subbase 1, d = 25 cm Moisture in subbase 2, d = 45 cm 20 400 Stiffness of base & subbase Gravimetric moisture cont. [%] Stiffness of subgrade Moduli, Mr [MPa] 15 300 10 200 5 100 0 0 1/3/99 1/4/99 1/5/99 1/6/99 1/7/99 1/8/99
- 9. The APT device - The HVS Nordic The HVS Nordic is a mobile APT test facility. Technical Specifications Test wheel: Dual or single wheel Load range: 30 – 110 kN Capacity: 150 000 passages/week Loading direction: single or bi-directional Max speed: 12 km/h Lateral wander: 0 – 0.7 m Pavement temp: 0 – 30°C Power: Diesel or electricity
- 10. The Test Hall
- 11. The instrumented test structures – SE06 0.0 Asphalt Concrete 4.8 3 x 3 Pressure cells Bituminous Base 10.1 3 x 4 Vertical strain gauges Granular Base Course 4 x 2 Horizontal strains gauges 20.9 1 x 3 Deflection sensors Granular Subbase 35.1 Subgrade, sand Instrumentation Pressure cell Horizontal strain, longitudinal Horizontal strain, transversal Vertical strain Depth [cm] Vertical deflection
- 12. Test procedure 0.0 Asphalt Concrete 4.8 Bituminous Base 10.1 Granular Base Course 20.9 Granular Subbase 35.1 Subgrade, sand 30 cm 35 cm 30 cm gwt Depth [cm] 300 cm
- 13. The Response Measurements 200 60 Vertical stress, σv [kPa] Vertical stress, σv [kPa] SPC-214 d = 17.5 cm 50 SPC-215 d = 44.0 cm 150 40 100 30 0.0 20 Asphalt Concrete 50 4.8 10 Bituminous Base 0 0 10.1 0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000 Granular Base Course Number of load repetitions, N Number of load repetitions, N 20.9 60 Granular Subbase Vertical stress, σv [kPa] 50 SPC-218 d = 60.0 cm 40 35.1 30 20 Subgrade, sand 10 30 cm 0 0 200000 400000 600000 800000 1000000 gwt 0.0040 of load repetitions, N Number 0.0010 Z-35 d = 10.1/20.7 65.1 Vertical strain, εv [-] Vertical strain, εv [-] 0.0008 Z-38 d = 20.7/35.3 0.0030 0.0006 0.0020 0.0004 0.0010 0.0002 0.0000 0.0000 0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000 Number of load repetitions, N Number of load repetitions, N Depth [cm] 0.0010 0.0010 Z-29 d = 35.3/50.5 Vertical strain, εv [-] Vertical strain, εv [-] 0.0008 0.0008 Z-30 d = 50.5/65.5 0.0006 0.0006 0.0004 0.0004 0.0002 0.0002 0.0000 0.0000 0 200000 400000 600000 800000 1000000 0 200000 400000 600000 800000 1000000 Number of load repetitions, N Number of load repetitions, N
- 14. Response – Numerical simulation Stress σ z [kPa] 0 100 200 300 400 500 600 700 800 0.0 Asphalt Concrete 0 4.8 Bituminous Base 10.1 10 Granular Base Course 20.9 20 Granular Subbase Depth [cm] 30 35.1 Calculated, dry 40 Calculated, wet Subgrade, sand Measurements, wet 30 cm 50 Measurements, dry gwt Vertical strain ε z [-] 60 65.1 -0.001 0.000 0.001 0.002 0.003 0 70 10 20 Depth [cm] Depth [cm] 30 40 Calculations, dry Calculation, wet 50 Measurements, dry Measurement, wet 60 70
- 15. Permanent deformation prediction 10 0.0 Asphalt Concrete 4.8 Bituminous Base Permanent deformation, δ [mm] Sg measurements 10.1 8 Sg calculations Granular Base Course 20.9 6 Granular Subbase 2.0 4 35.1 Sb measurements Permanent deformation, δ [mm] Subgrade, sand Sb calculations 1.5 30 cm 2 2.0 gwt 0 BC measurements 65.1 Permanent deformation, δ [mm] 1.0 0 200000 400000 600000 800000 BC calculations 1000000 1.5 Number of passes, N 15 0.5 Rut measurements 1.0 Rut calculations Permanent deformation, δ [mm] Depth [cm] 0.0 0 200000 0.5 10 400000 600000 800000 1000000 Number of passes, N 0.0 0 200000 400000 5 600000 800000 1000000 Number of passes, N 0 0 200000 400000 600000 800000 1000000 Number of passes, N
- 16. Conclusions • Water influences the structural behaviour of pavements. • A state of the art text book: Water in road structures – movement, drainage & effects has recently been published. • More knowledge need to be established regarding how water affects the pavement structure. • Water influence on pavement response and performance can be studies in field monitoring programs, lab experiments as well is full scale testing. • We need to take advantage of this to build up the knowledge of water impact on pavement structures.