The Effect of Aging on Binder Properties of Porous Asphalt Concrete
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1 The Effect of Aging on Binder Properties of Porous Asphalt Concrete Eyassu T. Hagos Raveling Supervisors: Prof. Dr. Ir. A.A.A. Molenaar Assoc. Prof. Ir. M.F.C. van de Ven Porous Asphalt layer March 27,
2 Contents: Background on Porous Asphalt, PA Effect of aging and PA performance Research objectives and methodology Test results Concluding remarks March 27,
3 Porous Asphalt (PA) in the Netherlands Characteristics of PA: High Air Voids (20-27%) High binder aging rate Gradation: Uniformly graded Aggregate size: 0/11 mm Dense asphalt concrete Porous asphalt 0/16 mm Two Layer Porous Asphalt March 27,
4 PA Coverage Surface Percentage (%) <= Calendar Year March 27,
5 Single Layer PA Durability Service life: years (average) Durability problem: Loss of aggregates from PA pavement surface High maintenance cost (80 million Euros / year) Ravelling: Cause for 70% of yearly maintenance Coverage PA: about 70% of motorways (> 80 km 2 ) [Total length = 3268 kms] March 27,
6 Single Layer PA Performance 100% Performance Binder property Poor performance at curves or bad road sections Mean service period of PA Cumulative traffic loading Life period of road shoulders (No traffic) Time (years) Ravelling (%) PA DAC Service period (years) March 27,
7 Effect of aging Hardening of the bituminous material (Brittleness) Failure at lower strain levels Reduction in the ability to relax stress Reduction in healing ability Brittle behaviour leading to damage development Etc March 27,
8 The Research theme The causes of raveling in PA are: Cohesive: failure in bituminous mortar or aggregate Weathering actions Binder Aging Traffic Loading Adhesive: failure in the bit. mortar and aggregate interface Water Damage, Research theme: Study the effect of aging on cohesive failure March 27,
9 Reseach objectives Understanding the aging process and the effect on rheological and chemical properties of bitumen Implications of aging to raveling failure Model the viscoelastic properties of bitumen / mastic for use as input in PA mixture performance modeling March 27,
10 Environmental factors Temperature UV light moisture Research Topic 1 (Literature): Aging influences the cohesive strength of PA Aging is a complex process Aging is a high temperature occurrence Research Topic 2 (Practical aspect): Raveling occurs mainly during low temperatures There is difference in aging between the Upper Zone and Lower Zone Zone 1 Zone 2 Detail A Weak surface spots water can cause damage Detail A March 27,
11 The Research Approach Field cores Recover binder Correlate Lab. Accelerated Aging Traffic Real weathering Huge scatter in mixture composition Bitumen / Mastic Aging Asphalt mix Aging No Traffic Simulated aging (accelerated) Constant factors (repeatable) March 27,
12 Accelerated Binder/Mastic Aging Virgin Bitumen Conventional Aging Protocols Short term aging (RTFOT/RCAT) Long term aging (RCAT) Binder / Mastic Properties Rheological Mechanical Chemical March 27,
13 Aging protocols for asphalt mix Short term aging Short + long term aging Virgin binder Asphalt mix (Slabs) Set A Set B Set C Set D Temperature + UV Set C + moisture (humidity) Compare Field results March 27,
14 Field Core Asphalt Specimens Service period (yrs) Est. remaining life, yr (refer to figure 7b) Road condition: (based on ravelling measurement) Traffic levels: (ESA) Good Good Good Good Poor Good Poor SH SL SH SL SH FL SL SH FL SL Road Sections = 7 1* No. of combinations = March 27,
15 Mechanisms of Raveling occurrence Traffic induces utmost damage (cracking in the bituminous mortar) at low temperatures Susceptibility to fracture/failure due to brittle behaviour Effect of temperature changes Freeze and thaw effect on cohesive bonding Forces on the bituminous mortar: Shear Tension Torsion Forces applied by wheel (Shear) Propagation of cracks may come from the bottom of the PA layer upwards as a result of water damage Dilation (Tension) Loss of stone / Raveling initiation March 27,
16 Aging of core/slab samples Asphalt mix Aging Upper Zone Lower Zone Materials: Bitumen: 70/100 pen (4.5% by wt.) Aggregate: Granite (quarry material) Crushed Sand Filler (Wigro 60K) Hydrated Lime (25%) No. of core samples Avg. Voids Content [%] Aging Temperature Time of aging UV exposure Reference samples Unaged - - Temperature aging (Aging protocol 1) o C 1000 Hrs - Temperature + UV aging (Aging protocol 2) o C 1000 Hrs 550 W/m 2 March 27,
17 Test performed Rheological / Mechanical properties Pen and Softening point Dynamic Shear Modulus (DSR) Mixture Bending Beam Rheometer (BBR) - ITT Direct Tensile Test (DTT) - SCB Chemical properties GPC, Gel-permeation chromatography (molecular distribution) IR spectroscopy (functional groups) March 27,
18 Pen / Softening point Virgin bitumen 70/100 pen STA: RTFOT / RCAT LTA: RTFOT + RCAT Penetration, [dmm] Virgin bitumen Shoulder Slow lane Pen [dmm] Trb[oC] Virgin bitumen 70/100 pen STA: RTFOT / RCAT LTA: RTFOT + RCAT Virgin bitumen 90.7 Shoulder Slow lane Servicec period, [yr.] March 27,
![Effect of aging on bitumen rheology: complex shear modulus 1.0E+10 100.0 Complex shear modulus, G* [Pa] 1.0E+08 1.0E+06 1.0E+04 1.0E+02 T ref = 20 o C 80.0 60.0 40.0 20.0 Phase angle, d [ o C] 1.](/docs-images/79/79016224/images/19-1.jpg "0E+00 1.0E-06 1.0E-03 1.0E+00 1.0E+03 1.0E+06 1.0E+09 0.")
19 Effect of aging on bitumen rheology: complex shear modulus 1.0E Complex shear modulus, G* [Pa] 1.0E E E E+02 T ref = 20 o C Phase angle, d [ o C] 1.0E E E E E E E Complex modulus and Phase angle Master Curves Frequency, w [rad/s] G*_Virgin Bitumen G*_RTFOT G*_RTFOT+RCAT d_virgin d_rtfot d_rtfot+rcat March 27,
20 Master curve recovered bitumen from field Tr = 20 o C Complex modulus, G* [Mpa] Phase angle, δ ( o C) Frequency, w [rad/s] Sect.B, 3yr, SH Sect.C, 7yr, SH STA: RTFOT Virgin bitumen Sect.E, 12yr, SH LTA: RCAT Sect.A, 1yr, SH Phase angle, 1yr SH Phase angle, Virgin Phase angle, 12yr SH Phase angle, RCAT March 27,
21 Test Results Bitumen Fatigue Test Conditions: Temperature 20 o C Strain 10% Frequency 10 rad/s Plate Dia. 8 mm Complex modulus, G* [Pa] 3,50E+06 3,00E+06 2,50E+06 2,00E+06 1,50E+06 1,00E+06 5,00E+05 0,00E+00 Damage initiation No. of Cycles, N Reference Temp_UZ Temp+UV_UZ Temp_LZ Damage propagation Temp+UV_LZ T = 20 o C March 27,
22 Effect on Bitumen Fatigue, Dissipated Energy Ratio (DER) Test Conditions: Temperature 20 o C Strain 10% Plate Dia. 8 mm Frequency 10 rad/s Complex modulus, G* [Pa] 3,50E+06 3,00E+06 2,50E+06 2,00E+06 1,50E+06 1,00E+06 5,00E+05 0,00E+00 W No. of Cycles, N n i = πσiε isinδ n W i= * 2 DER = 1 c = W i N = πgnγ o Sinδ i= 1 N Wn W Damage initiation Reference Temp_UZ Temp+UV_UZ Temp_LZ Temp+UV_LZ Damage propagation T = 20 o C Dissipated Energy Ratio DER Virgin bit 800 RTFOT RCAT 700 RB_Refer 600 Temp_UZ 500 Temp+UV_UZ Np No. of Cycles, N W i March 27,
23 G( t) Material modeling = Many viscoelastic functions for the same material relaxation: E(t), G(t), G (ω), G (ω),... creep: D(t), J(t), D (ω),... N n= 1 g Prony representation n e t / τ Relaxation spectrum: n fit ( τ, g n n ) Finger-print of the material behaviour G'( ω) = G"( ω) = ω N 2 g n n= 1 1+ τ ω N g n n= n 2 2 τ n ω τ ω n 2 2 τ n March 27,
![ITT Test Result Field Core samples 100000 Sect.A 1yr, SL Sect.B 3yr, SL Sect.C 7yr, SL Resilient modulus [MPa] Sect.E 12yr, SL Sect.G 0yr 10000 1000 Reference temperature = 5 o C 100 1E-06 0.00001 0.](/docs-images/79/79016224/images/24-1.jpg "0001 0.001 0.01 0.1 1 10 100 Reduced frequency [Hz] Stiffness modulus [Mpa] 14000 12000 10000 8000 6000 4000 2000 10 rad/s 1 rad/s 0.1 rad/s 0.01 rad/s 0.001 rad/s Sec G = 0 yr (new const.")
24 ITT Test Result Field Core samples Sect.A 1yr, SL Sect.B 3yr, SL Sect.C 7yr, SL Resilient modulus [MPa] Sect.E 12yr, SL Sect.G 0yr Reference temperature = 5 o C 100 1E Reduced frequency [Hz] Stiffness modulus [Mpa] rad/s 1 rad/s 0.1 rad/s 0.01 rad/s rad/s Sec G = 0 yr (new const.) Sec A = 1 yr Sec C & D = 7 yr Pavement service period [yr] Sec B = 3 yr Sec E & F = 12 yr Samples obtained from the heavily loaded lane March 27,
25 Molecular weight distribution Key 1 Emergency lane, 3 yr old 2 Slow lane, 3 yr old 3 Slow lane, 12 yr old 4 New construction, 0 yr 5 Emergency lane, 12 yr old 6 Virgin bitumen 70/100 pen Log Mw March 27,
26 Chemical characterization Infra-red test results (lab and field aging) Temp+UV aging (lab) Field sample (UZ) Field sample (LZ) Temp aging (lab) Reference (unaged bit.) Temp aging (lab) Temp+UV aging (lab) Field sample (Upper Zone) Field sample (Lower Zone) Reference (unaged bit.) Ketone C = O Sulfoxide S = O March 27,
27 Concluding Remarks Binder aging brittleness sensitivity to cracking (damage development) Aging occurs at high temperatures and raveling takes place mainly at low temperatures Low temperature behaviour (fracture properties) of bitumen is critical to PA performance The molecular structure of the bitumen is influenced by aging, which also changes the physical properties of bitumen Conventional lab aging does not simulate field aging March 27,
28 March 27,
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