Dipl. Ing. Martin Diekmann Wirtgen GmbH - maut.hu · PDF filePP-Presentation - Leading...
Transcript of Dipl. Ing. Martin Diekmann Wirtgen GmbH - maut.hu · PDF filePP-Presentation - Leading...
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Dipl. Ing. Martin Diekmann
Wirtgen GmbH
Cold RecyclingCold Recycling
The tip of an iceberg
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Fatigue cracking Contact Pressure
Tension
Compression
ASPHALT LAYERS UNDER LOAD
Tension
Compression
2. Permanent deformation
Crushing
1. Fatigue cracking
Particle interlock + Tensile strength
Shrinkage cracking
Continuous bonding (except across cracks)
CEMENT STABILISED MATERIAL
(NON-TEMPERATURE SENSITIVE)
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Long term behaviour of lightly cemented material
Pre-cracked phase
3000 – 4000 MPa
Effective fatigue life phase
1500 – 2000 MPaEquivalent granular
phase
200 – 300 MPa
Cumulative traffic loading
Res Mod
(MPa)
Condition of cemented layer Condition of cemented layer
Tension
Shear Failure
Compression
Particle interlock
GRANULAR MATERIALS (NON-TEMPERATURE SENSITIVE)
Contact PressurePermanent deformation
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Tension
BITUMEN STABILISED MATERIAL
(NON-TEMPERATURE SENSITIVE)
CompressionParticle interlock + Tensile strength
SHEAR
Non-continuous bonding
Permanent deformation
Structural RehabilitationMethods:
Total reconstruction
Expensive,Long construction time,Traffic accomodation
Exca
vate
Rec
onst
ruct
Thick asphaltoverlays
Relatively quick method,elevation problems,
reflection cracks
Thic
kov
erla
ys
Deep coldrecycling
Price effective,Environmently friendly,
Quick
Thin
over
lay
Recycle
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Animation of the cold recycling process
Cold in situ RecyclingThe Process
What is Foamed Bitumen ?
The increased surface area makes it possible to mix hot bitumen with cold and damp aggregates
2 – 3 % bitumen water in 180 °C hot bitumen: The bitumen expands 15 to 20 times its original volume.
Movie
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Foamed bitumen treatment is a stabilising process• Bubbles of foam are thin films of bitumen (low viscosity) surrounding
expanded water vapour (steam)
• These bubbles "burst" into small bitumen particles when mixed with aggregate
• Small bitumen particles can only adhere to the fine material
• The moisture content of the material is critical (bitumen particles have only sufficient energy to heat the moisture on the dust)
• The resulting mix is comprised of uncoated coarse granular particles with millions of sticky elastic "spots" in the mortar that hold it together (spot welding)
Foamed bitumen
Foamed bitumen mix
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Foamed bitumen mix
PERFORMANCE FACTORS
Stress dependent (granular)
Not temperature sensitive
Elastic properties
Not prone to cracking
Highly durable:
- no fines loss (pumping)
- slow oxidation of bitumen
MODE OF FAILURE
Permanent deformation
Foamed bitumen mix
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•High cohesive bonds initially–Effective fatigue life
•Bond destroyed by trafficaction leading to reduction in modulus
•Equivalent granular phase–Permanent deformation
Behaviour of foamed bitumentreated materials
Sensitivity of key variables
BASED ON TG2 PERMANENT DEFORMATION TRANSFER FUNCTION
Relative density Plastic strain
Max cement 1.5%
N PD.FB = 1/30 x 10 [k+11.938RD+0.0726PS-1.628SR+0.68(cem/bit]
Road categoryA = - 2.047
B = - 1.950
C = - 1.816
D = - 1.625
0.78 to 0.88Stress ratio
0.1 to 1.05 to 20MODEL
N PD.FB = 20,000,000 ESALS(8t)
0.86 10 0.25
0.4
0.84 N PD.FB = 12 x 106 ESALS(8t)
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Un-laminated
(un-stabilised)
Laminated
(stabilised)
Structural Capacity vs. Layer Thickness
Structural capacity
(x 106 ESALS)
Stabilised layer thickness (mm)300250150 200
1.5
2.0
0.5
1.0
<500,000
2,000,000
(ie. The number of loads the layer will
carry before it breaks)
X
X
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Distress mode???Distress mode???
NO CRACKING / 6mm RUT DEPTHNO CRACKING / 6mm RUT DEPTH
After 10 million E80 load repetitionsAfter 10 million E80 load repetitions
Ability to deform without crackingAbility to deform without cracking
Distress mode
Permanent deformation, but …….Shear failure – consolidation – reconstitutes
(provided bitumen remains active)
NO FATIGUE CRACKING
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250mm foamed bitumen stabilised base250mm foamed bitumen stabilised base
35mm HMA binder layer35mm HMA binder layer
150mm crushed stone 150mm crushed stone subbasesubbase
Sand Sand subgradesubgrade
19mm 19mm NovachipNovachip surfacingsurfacing
Konventionell Recycling
Structural LayersStructural number range
Thickness
(cm)
Structural numberused
Product of structural numbers
Thickness(cm)
Structural Layer
Product of structural numbers
Asphalt wearing course 0,16 4 0,16 0,64 4 0,16 0,64Asphalt binder course 0,15 6 0,15 0,9 0,15 0Asphalt base course 0,13 0,13 0 0,13 0Foamed bitumen 0,08 - 0,15 0,12 0 22 0,12 2,64CTB 0,06 - 0,12 0,08 0 0,08 0Gr. Layers (CBR>100) 0,06 0,06 0 0,06 0Gr. Layers (CBR>50) 0,04 0,04 0 0,04 0Gr. Layers (CBR>20) 0,02 40 0,02 0,8 24 0,02 0,48
50 2,34 50 3,76
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ItIt isis notnot necessarynecessary to to reinventreinventthethe wheelwheel ??
November 2004 release
100% rewriteEmbodies all the
latest technology
Appendix 2: Mix design
Appendix 3: Pavement design
Cold Recycling ManualCold Recycling Manual
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DCP testing
Testpit excavation Record Layer thicknesses
Plate bearing test
REHABILITATION DESIGN PROCEDURES
Laboratory unit - WLB 10
Foamingcharacteristics
Marshall Samples ITS-testing
REHABILITATION DESIGN PROCEDURES
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Tests done on the milled sample:
• Grading analysis
• Water content
• Bitumen content
• Modified Proctor to determine the optimum water content(OMC) and maximum dry density (MDD)
Tests done on the bitumen sample:
• Optimisation of foaming properties – variation of bitumentemperature and bitumen water quantity
REHABILITATION DESIGN PROCEDURES
0102030405060708090
100
Sieve size (mm)
Perc
enta
ge p
assi
ng
(%-M
)
1622
,45
0,71
0,25
0,06
3 811
,22
31,5 45
Aggregate up to 2,0 mm are usually coatedin a Foamed Bitumen Mixture
REHABILITATION DESIGN PROCEDURES
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Mix design and manufacturing briquettes:
• Addition of cement (1.5 M.-%)
• Addition of water (80 - 90% of OMC)
• Addition of Foamed Bitumen (2; 3; 4; 5 M.-%): with WLB 10 directly into the laboratory mixer
• Production of briquettes by Marshall compaction – modified to 75 blows / briquette-side
• Storing for 72 hours at 40 °C (simulating 28 days)
• Indirect tensile strength on dry and soaked briquettes at 25 °C (5 °C)
REHABILITATION DESIGN PROCEDURES
The Iliki – Athens – Corinth Project
2003 / 2004
40.000 40.000 vehiclevehicle per per dayday
25 % Heavy 25 % Heavy TrafficTraffic
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Project Review
1. Pavement investigation
2. Summary / distress mechanism
3. Preliminary design
4. Mix designs
5. Final pavement design
6. Construction planning
7. Project execution
Detailed visual inspectionDetailed visual inspection
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Core extraction
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DCP probes
TEST PIT EXCAVATION
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ASPHALTASPHALT
CBM 1CBM 1
CBM 2CBM 2
GCS "drainage layer"GCS "drainage layer"
Weathered limestone Weathered limestone subbassubbas / / subgradesubgrade
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Dynamic tri-axial tests
Determination of resilient modulus Mr
0
0.2
0.4
0.6
0.8
-1 -0.5 0 0.5 1 1.5 2
Normal Stress s (MPa)
Shea
r Str
ess
t (M
Pa)
Foamed MixC = 0.331MPaf = 36.0ºR2= 0,985
GranularC = 0.158MPaf = 45.3ºR2=0.999
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Existing pavement
Step 1
Pulverise and
preshape
Step 2
Recycle and
stabilise
Step 3Apply
asphalt
Asphalt
CBM
GCS
CBM
S/base
SSG
In situ
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2.25% foamed bitumen
1% cement
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Compactometer
REFUSAL DENSITYREFUSAL DENSITY
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Construction costs
Life cycle costs
40mm new asphalt surfacing Structural capacity
± 15 x 106 ESALs
EXISTING PAVEMENT
300mm150mm 200mm
60mm110mm 90mm
275mm
80100 60 45Cost Index
275mm
40
ETB FTBCTB CTB CTB
Construction costs only
Alternative rehabilitation design options for recycling
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Alternative rehabilitation design options for recycling
40mm new asphalt surfacing Structural capacity
± 15 x 106 ESALs
EXISTING PAVEMENT
300mm150mm 200mm
60mm110mm 90mm
275mm
80100 60 40
275mm
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ETB FTBCTB CTB CTB
LIFE CYCLE COSTSCost Index
1985 1989 1993 1997 2001 20050
500
1000
1500
Rec
ycle
r im
M
arkt
Jahr
Wirtgen Recycler
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www.wirtgen.de
... Wirtgencold recycling
for betterroads ...
... Wirtgencold recycling
for betterroads ...
Cold Recycling in situ in Italy
In situ Cold Recycling with cement and foamed bitumen on a Highway with the WR 2000
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WR 2000 Cold Recycling in Japan
Cold Recycling of the asphalt layer with the Schotterunterbau Working depth 200 mm
WR 2000 Cold Recycling in Germany
Recycling of tarry asphalt granulate by adding bitumen emulsion and water
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Cold Recycling in situ in Norway
Cold Recycling with bitumen emulsion; (pre-spread aggregate)
Cold Recycling in situ in Malaysia
Cold Recycling the asphalt and granular base layers by adding pre-spread cement and bitumen emulsion
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Cold Recycling in situ in Russia
Cold Recycling with bitumen emulsion and cement slurry (WR 2500 + WM 400) Ring Road in Moscow
Cold Recycling in situ in Germany
Cold Recycling with bitumen emulsion and cement with the WR 2500 S
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Cold Recycling in situ in South Africa
Upgrading an unbound gravel road by Cold Recycling with foamed bitumen
Cold Recycling in situ in Bosnia
Cold Recycling the asphalt and granular base layers by adding pre-spreadcement, water and foamed bitumen
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Cold Recycling in situ in Kazakhstan
Cold in situ Recycling of a mayor road cement slurry and foamed bitumen: WR 2500 + WM 1000
Cold Recycling in situ Highway in Italy
A 14 Milan – Rimini: Rehabilitation of a highway lane - Cold Rrecycling with foamed bitumen and cement slurry -
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Cold Recycling in situ Highway in Italy
In situ Cold Recycling with cement slurry and foamed bitumen
Cold Recycling in situ in California
Highway 20 recycling with foamed bitumen
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Cold Recycling in situ in Alaska
Foam recycling project, Red Dog Zinc Mine
Cold Recycling in situ in China
Cold in place recycling with bitumen emulsion and cementYingkou/Liaoning Province
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Recycling with cement + emulsion
Cold recycling in situ in Malysia
Recycling of the right shoulder with the WR 4200
Cold Recycling Highway I 80 in California
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Recycling production of 200 t/h with cement and foam
Cold recycling in plant in Durban, South Africa
Paving 125 mm thick layer with Vögele Paver
Cold recycling in plant in Durban, South Africa