Asphalt Layer Pavement Responses Under Dynamic Traffic Loading

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1 Equivalent Loading Frequenciesto Simulate Asphalt Layer Pavement Responses Under Dynamic Traffic Loading Elie Y. Hajj, Ph.D. Alvaro Ulloa, Ph.D. Candidate Peter E. Sebaaly, Ph.D. Raj V. Siddharthan, Ph.D. University of Nevada Reno TRB, AFD8 Committee Meeting Washington D.C. January 25, 211

2 Introduction Dynamic response of AC pavements under moving load is a key component for accurate prediction of flexible pavement performance. Reliable determination of pavement responses to moving load is essential for a successful mechanistic design procedure. Time and temperature dependency of asphalt must be Time and temperature dependency of asphalt must be considered in the mechanistic analysis response model.

3 AASHTO MEPDG Approach Linear elastic analysis E* 1 t 1, T 1 Static Tire E* 2 t 2, T 2-4 Tire Foot Print (Dual Spacing)/2 E* 3 t 3, T 3-2 Transverse Distance, inch E* 4 E* 5 t 4, T 4 t 5, T HMA Factor, log(at) Shift E* 6 t 6, T Dep pth, inch Base Subgrade Temperature, F 18

4 AASHTO MEPDG Vertical stress distribution used to estimate trafficinduced loading time. Axle load configuration, Vehicle speed & Pavement structure

5 Viscoelastic vs. Pseudo Analysis Viscoelastic Pseudo dynamic Pseudo static Velocity Velocity HMA E* = f(freq) & = f(freq) HMA E* fp =?, fp =? HMA E* fp =? fp = CAB CAB CAB SG SG SG Pavement responses Pavement responses Pavement responses

6 Objective Investigate the existence of one or more predominant frequencies (f p ) associated with the AC layer that controls the dynamic response of pavements. AC Critical Reponses : Longitudinal & transverse tensile strains Vertical compressive strains

7 Pavement Analysis 3D-Move Analysis Software Complex surface loadings in all three directions. 3D Move Model Moving loads of any shape (braking & turning forces) Visco elastic properties Freeware Download at:

8 Pavement Analysis 3D-Move Analysis Software - Validation 1. 3D-Move vs. ViscoRoute (21) ViscoRoute: moving circular loaded areas with uniform contact pressure, viscoelastic material properties Reference: Chabot, A., Chupin, O., Deloffre, L., and Duhamel, D., Viscoroute 2.: a tool for the simulation of moving load effects on asphalt pavement, Road Materials and Pavement Design an International Journal, Volume 11/2, 21, pp Loft A., "Evaluation de Viscoroute-v1 pour l étude de quelques chaussées souples", Msc. Dissertation, Dresden University of Technology speciality Urban and Road construction, 25. A38 Pavement Experimental Program for aircrafts. Comparison between elastic computations, ViscoRoute1. simulations and transversal strain measurements at the bottom of bituminous layers for a 4- wheels moving load

9 Pavement Analysis 3D-Move Analysis Software - Validation Transverse strain yy, microns ºC 3D-Move 3D-Move vs. ViscoRoute HMA thickness = 3.9" 2ºC ViscoRoute 1ºC 3D-Move 1ºC ViscoRoute ºC 3D-Move ºC ViscoRoute -1ºC 3D-Move -1ºC ViscoRoute Vehicle speed = 6 to 7 mph Pavement temperature = -2ºC to 2ºC Vehicle speed, mph -2ºC 3D-Move -2ºC ViscoRoute ViscoRoute Test Results Refer to: Chabot, A., Chupin, O., Deloffre, L., and Duhamel, D., Viscoroute 2.: a tool for the simulation of moving load effects on asphalt pavement, Road Materials and Pavement Design an International Journal, Volume 11/2, 21,,pp y, microns Tr ransverse strain yy HMA thickness = Vehicle speed, mph 2ºC 3D-Move 2ºC ViscoRoute 1ºC 3D-Move 1ºC ViscoRoute ºC 3D-Move ºC ViscoRoute -1ºC 3D-Move -1ºC ViscoRoute -2ºC 3D-Move -2ºC ViscoRoute

10 Pavement Analysis 3D-Move Analysis Software - Validation 2. SD Heavy Off-Road Vehicle Field Sections (2)

11 Pavement Analysis 3D-Move Analysis Software - Validation 3. PennState University Test Track (1999)

12 Pavement Analysis 3D-Move Analysis Software - Validation 4. MnRoad (1997)

13 Database of pavement responses Structures 1 & 2 pavement analyses completed Structure 1 Structure 2 Structure 3 Structure 4

14 Pavement Responses Locations 4 inch HMA layer 8 inch HMA layer A Data analysis completed for responses at center line of the load

15 Proposed approach to determine f p Example: Bottom of the 4-inch HMA layer: ns Normal Strains, micro Compression t =.5 sec t =.3 sec Pavement temperature = 7 F Vehicle speed = 4 mph 2 εxx 3 εyy Tension Time, sec

16 Proposed approach to determine f p FFT amplitudes of the normal strains of the 4-inch HMA FFT amp pltitude f p = 14.4 Hz Pavement temperature = 7 F Vehicle speed = 4 mph f p = Predominant tfrequency f p = 12.8 Hz Frequency, Hz εxx εyy

17 f p for the 4-inch HMA layer Case Study Case 1: 7ºF and 4 mph Case 2: 14ºF and d4 mph Case 3: 7ºF and 6 mph Case 4: 14ºF and 6 mph Case 5: 7ºF and 1 mph Case 6: 14ºF and 1 mph Predominant frequency, (Hz) Depth (in) xx yy zz zz f p f pseudo f p f pseudo f p f pseudo f p f pseudo

18 Case 4 Predominant Frequencies Temp = 14 F F, V = 6 mph, Tensile Strain xx Longitudin nal Strain, exx x microns 6 Compression 4 2 t =.1 sec 2 t = 2.2 sec 4 εxx top εxx bottom 6 Tension Time, sec

19 Case 4 Predominant Frequencies Temp = 14 F F, V = 6 mph, Tensile Strain xx 12 1 εxx top FFT amplitu ude f p = 21.6 Hz f p = 24 Hz f p = 43.3 Hz εxx bottom Frequency, Hz

20 Pseudo-Dynamic Analysis Viscoelastic Pseudo dynamic Velocity= 6 mph Velocity= 6 mph HMA E* = f(freq) & = f(freq) HMA f p =21.6 Hz E* fp, fp f p =43.3 Hz E* fp, fp CAB CAB SG SG Pavement responses Pavement responses

21 Case 4 Pseudo-Dynamic Analysis Temp = 14 F F, V = 6 mph, Tensile Strain xx Maximum tensile strain, microns Depth, in D Move Viscoelastic fpseudo = 21.6 Hz fpseudo = 21.6/43.3 Hz % 2%

22 f p for the 8-inch HMA layer Case Study Depth* (in) Predominant frequency, (Hz) xx yy zz zz f p f pseudo f p f pseudo f p f pseudo f p f pseudo Case 7: 7ºF and 4 mph Case 8: 14ºF and 4 mph Case 9: 7ºF and 6 mph Case 1: 14ºF and 6 mph Case 11: 7ºF and 1 mph Case 12: 14ºF and 1 mph

23 Viscoelastic vs. Pseudo-Dynamic analysis 4-inch HMA layer microns5 Compu uted pseudo strains, inch HMA layer - 7ºF - 4 mph % εxx 2 εyy -1% 1 εzz microns5 Compu uted pseudo strains, inch HMA layer - 7ºF - 6 mph +1% εxx εyy -1% εzz d pseudo strains, microns Compute inch HMA layer - 7ºF - 1 mph +1% -1% εxx εyy εzz D-Move viscoelastic strains, microns 3D-Move viscoelastic strains, microns 3D-Move viscoelastic strains, microns microns5 Computed pseudo strains, inch HMA layer - 14ºF - 4 mph +1% εxx εyy -1% εzz microns12 Computed pseudo strains, inch HMA layer - 14ºF - 6 mph εxx +1% εyy -1% 2 εzz D-Move viscoelastic c strains, s, microns 3D-Move viscoelastic c strains, s, microns 4 Computed pseudo strains, microns inch HMA layer - 14ºF - 1 mph εxx +1% εyy -1% εzz D-Move viscoelastic strains, microns

24 Viscoelastic vs. Pseudo-Dynamic analysis 8-inch HMA layer microns2 Computed pseudo strains, microns9 Computed pseudo strains, inch HMA layer - 7ºF - 4 mph εxx +1% εyy -1% εzz D-Move viscoelastic strains, microns 8-inch HMA layer - 14ºF - 4 mph εxx +1% εyy -1% εzz D-Move viscoelastic strains, microns microns2 Computed pseudo strains, 15 8-inch HMA layer - 7ºF - 6 mph 1 εxx Comput +1% εyy 5-1% εzz D-Move viscoelastic strains, microns 9 8-inch HMA layer - 14ºF - 6 mph ted pseudo strains, microns9 εxx +1% εyy -1% 15 εzz D-Move viscoelastic strains, microns Compute d pseudo strains, microns Comput ted pseudo strains, microns inch HMA layer - 7ºF - 1 mph εxx +1% εyy -1% εzz D-Move viscoelastic strains, microns 8-inch HMA layer - 14ºF - 1 mph εxx +1% εyy -1% εzz D-Move viscoelastic strains, microns

25 Pseudo-Static Analysis Pseudo-Static: Vehicle speed = Linear Elastic Analysis (LEA) Use f p to select E* fp Damping fp = Also Compare pavement responses following MEPDG approach (f = 1/t) Modified MEPDG (f = 1/(2t)) Ferry (f = 1/(2 t))

26 MEPDG Loading Time Calculation 4-inch HMA layer 7ºF and 1 mph Sublayer Thickness (in) Cummulated Thickness (in) Z eff (in) Condition L eff (in) t (sec) f = 1/t (Hz) E* (psi) No overlap , No overlap , Partial overlap Partial overlap Partial overlap , , ,345

27 Pavement responses comparison Depth, in Maximum tensile strain, microns Pavement temperature = 7ºF Vehicle speed = 4 mph.5 Depth, in Maximum tensile strain yy, microns Pavement temperature = 7ºF Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo dyn = 14.4 Hz 3D-Move Viscoelastic fpseudo dyn= 14.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo stat= Hz Ferry (fi=1/2tipi) fpseudo stat = Hz Pavement temperature = 7 F 4 inch HMA layer 4 mph Depth, in Maximum vertical strain zz, microns Pavement temperature = 7ºF Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo dyn = 14.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo dyn = 14.4 Hz

28 Pavement responses comparison Depth, in Maximum tensile strain, microns Pavement temperature = 14ºF Vehicle speed = 4 mph.5 Depth, in Maximum tensile strain yy, microns Pavement temperature = 14ºF Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo dyn = 14.4/3.4 Hz 3D-Move Viscoelastic fpseudo dyn = 14.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo stat = 14.4/3.44/3 4 Hz Ferry (fi=1/2tipi) fpseudo stat = Hz Pavement temperature = 14 F 4 inch HMA layer 4 mph Depth, in Maximum vertical strain zz, microns Pavement temperature = 14F Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo stat= 3.4/14.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo stat= 3.4/14.4 Hz

29 Pavement responses comparison Depth, in Maximum tensile strain, microns Pavement temperature = 7ºF Vehicle speed = 4 mph 1. epth, in D Maximum tensile strain yy, microns Pavement temperature = 7ºF Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo dyn = 12.8 Hz 3D-Move Viscoelastic fpseudo dyn=12.8/3.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo st=12.8/3.4 Hz Ferry (fi=1/2tipi) fpseudo st = 12.8 Hz Pavement 2. temperature = 7 F 8 inch HMA layer 4 mph Depth, in Maximum vertical strain zz, microns Pavement temperature = 7ºF Vehicle speed = 4 mph 3D-Move Viscoelastic MEPDG (fi=1/ti) Ferry (fi=1/2tipi) fpseudo dyn = 3.4/12.8 Hz Modified MEPDG (fi=1/2ti) fpseudo st = 3.4/12.8 Hz

30 Pavement responses comparison Depth, in Maximum tensile strain, microns Pavement temperature = 14ºF Vehicle speed = 4 mph Depth, in Maximum tensile strain yy, microns Pavement temperature = 14ºF Vehicle speed = 4 mph 3D-Move Viscoelastic fpseudo dyn=14.4/3.4 Hz 3D-Move Viscoelastic fpseudo dyn= 14.4 Hz MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) MEPDG (fi=1/ti) Modified MEPDG (fi=1/2ti) Ferry (fi=1/2tipi) fpseudo stat=14.4/3.4 4/3 4 Hz Ferry (fi=1/2tipi) fpseudo stat= Hz Pavement temperature = 14 F 8 inch HMA layer 4 mph Depth, in Maximum vertical strain zz, microns D-Move Viscoelastic MEPDG (fi=1/ti) Ferry (fi=1/2tipi) Pavement temperature = 14ºF Vehicle speed = 4 mph fpseudo dyn= 3.4/14.4 Hz Modified MEPDG (fi=1/2ti) fpseudo stat= 3.4/14.4 Hz

31 Pavement responses comparison Pavement temperature = 7 F 4 inch HMA layer

32 Pavement responses comparison Pavement temperature = 14 F 4 inch HMA layer

33 Pavement responses comparison Pavement temperature = 7 F 8 inch HMA layer

34 Pavement responses comparison Pavement temperature = 14 F 8 inch HMA layer

35 Overall Findings Use of one single set of f p cannot be assigned to the AC p layer to study all responses. Pavement responses can be successfully ypredicted (within ±1%) by Pseudo-Dynamic equivalent approach. MEPDG approach derives in comparable pavement responses only when asphalt layer is stiff and there are no multiple f p within the asphalt layer.

36 Additional needed work Do the analysis at locations other than the center line Investigate influence of axle load, response location and axle configuration on f p. Investigate influence of CTB on f p. Evaluate different time-frequency conversions. Other! Feedback

37 Acknowledgment This work is part of the overall effort in the Asphalt Research Consortium (ARC) work element E2d. ( FHWA support gratefully acknowledged. Contents reflect the views of the authors and do not necessarily reflect the official views & policies of FHWA.

Equivalent Loading Frequencies to Simulate Asphalt Layer Pavement Responses Under Dynamic Traffic Loading

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