NCHRP 9-49A Project. Long-Term Field Performance of Warm Mix Asphalt Technologies NCHRP Report 843

Transcription

1 NCHRP 9-9A Project Long-Term Field Performance of Warm Mix Asphalt Technologies NCHRP Report 83 Shihui Shen, Pennsylvania State University, Altoona Shenghua Wu, University of Illinois at Urbana-Champaign Weiguang Zhang, Purdue University Louay Mohammad, Louisiana State University Balasingam Muhunthan, Washington State University Presented to the Asphalt Mixture ETG Ames, IA May 1 st, 217

2 Acknowledgements NCHRP 9-9A project Dr. Ed Harrigan and panel members Field work partners, Braun Intertec. Inc & Bloom Companies, LLC Statisticians from PSU and WSU State DOTs and local agencies Past NCHRP WMA project teams, universities, graduate students, 1

3 Introduction & Objectives Project Scope and Research Approach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings Outline 2

4 Introduction Rapid growth in the use of WMA Limited research on long-term performance of WMA How WMA compares with HMA in terms of specific performance What are the critical material properties that could have significant impact on the long-term performance of WMA Better understanding of WMA technologies for full implementation Long-term Performance 3

5 Research Objectives Investigate the long-term field performance of WMA as compared to its control HMA: - Transverse cracking - Wheel-path longitudinal cracking - Rutting and moisture damage Identify the material and engineering properties of WMA pavements that are significant determinants of their longterm field performance Recommend best practices for the use of WMA technologies.

6 Outline Introduction & Objectives Project Scope & Research Approach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings 5

7 Project Scope 28 pavement projects o 22 in-service projects +1 HVS = HMA-WMA pairs -9 years service life o 5 newly constructed in 211/212 = 8 HMA-WMA pairs 3 WMA categories: organic, chemical, foaming 6

8 Scope: Project Distribution No. of Projects WMA Type Organic Chemical Foaming Dry Freeze Wet Freeze Dry No-Freeze Wet No-Freeze Climate Zone No. of Projects Service Year Pavement Type No. of Projects No. of Projects (,5) (5,7) (7, 9) Flexible PCC or Cement Stabilized Base

9 Scope: Project Distribution Traffic (ESALs) Use of Anti-stripping No. of Projects < 3 million > = 3 million No. of Projects Yes No N/A Use of RAP No. of Projects Yes No N/A

10 Research Approach Selection of WMA Candidate Projects Laboratory Characterization Volumetrics: aggregate gradation, AC, Gmm, Gmb Field cores Extracted binders Field Characterization Field cores / plant mix Distress Survey: cracking (transverse, wheelpath longitudinal), rutting FWD test 9

11 Field Characterization: Two-Rounds of Distress Survey Transverse Cracking Reflective Surface-initiated 12

12 Field Characterization: Two-Rounds of Distress Survey Wheel-path Longitudinal Cracking Observation: 2 to feet away from the shoulder or centerline. Field cores indicate top-down fatigue cracks. 13

13 Field Characterization: Two-Rounds of Distress Survey Rut Depth 1

14 Research Approach Lab Test Results Field Test Results 16

15 Outline Introduction & Objectives Project Scope and Research Approach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings 18

16 1 st -Round Field Transverse Cracking HMA vs. WMA, Y 211/212 No. of Pairs H > W H = W H < W 19

17 1 st Round Transverse Cracking Y 211/212 Dry Freeze Wet Freeze Dry Non-Freeze Wet Non-Freeze

18 1 st Round Transverse Cracking Comparison Among WMAs 1 8 Chemical>Organic Chemical=Organic Chemical<Organic 1 8 Chemical>Foaming Chemical=Foaming Chemical<Foaming No. of Pairs No. of Pairs No. of Pairs Organic>Foaming Organic=Foaming Organic<Foaming 5 All technologies behave similarly in trans. cracking 2 21

19 1 st Round Field Transverse Cracking Effect of Pavement Age Transverse Crack Length, ft/2ft MN LA 116 HMA WMA Pavement Age, years 22

20 Effect of Aging on Pavement Performance

21 2 nd Round Field Transverse Cracking HMA vs. WMA, Y 21/215 No. of Pairs H > W H = W H < W 2 25

22 2 nd Round Transverse Cracking Y 21/215 Dry Freeze Wet Freeze Dry Non-Freeze Wet Non-Freeze

23 Transverse Crack Length, ft/2ft 2 nd Round Transverse Cracking MT I-15 Effect of Pavement Age LA US 61 TN SR 125 IA US Pavement Age, years HMA WMA 27

24 2 nd Round Transverse Cracking Comparison Among WMAs No. of Pairs Chemical>Organic Chemical=Organic Chemical<Organic 3 No. of Pairs Chemical>Foaming Chemical=Foaming Chemical<Foaming No. of Pairs Organic>Foaming Organic=Foaming Organic<Foaming 3 Organic starts to show more cracks than Chemical and Foaming 29

25 Introduction & Objectives Project Scope and Research Aproach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings Outline 3

26 1 st Round Wheel-path Longitudinal Cracking HMA vs. WMA, 211/212 No. of Pairs H > W H = W H < W 31

27 1 st Round Longitudinal Cracking 211/212 Dry Freeze Wet Freeze Dry Non-Freeze Wet Non-Freeze

28 1 st Round Wheel-path Longitudinal Cracking Comparison Among WMAs No. of Pairs Chemical>Organic Chemical=Organic Chemical<Organic 6 1 No. of Pairs Chemical>Foaming Chemical=Foaming Chemical<Foaming 7 1 No. of Pairs Organic>Foaming Organic=Foaming Organic<Foaming 7 All technologies behave similarly in long. cracking 33

29 1 st Round Wheel-path Longitudinal Cracking Effect of Pavement Age Wheel-path Longitudinal Crack Length, ft/2ft HMA WMA Pavement Age, years 3

30 2 nd Round Wheel-path Longitudinal Cracking Y 21/ H > W H = W H < W 35

31 2 nd Round Longitudinal Cracking Y 21/215 Dry Freeze Wet Freeze Dry Non-Freeze Wet Non-Freeze

32 2 nd Round Wheel-path Longitudinal Cracking Comparison Among WMAs 1 No. of Pairs Chemical>Organic Chemical=Organic Chemical<Organic 3 No. of Pairs Chemical>Foaming Chemical=Foaming Chemical<Foaming 6 1 No. of Pairs Organic>Foaming Organic=Foaming Organic<Foaming Organic starts to show more cracks than Chemical and Foaming 37

33 2 nd Round Wheel-path Longitudinal Cracking Effect of Pavement Age Wheel-path Longitudinal Crack Length, ft/2ft HMA WMA Pavement Age, years 38

34 Introduction & Objectives Project Scope and Research Aproach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings Outline 39

35 Field Rutting Performance Rut depth is less than 1/16 for the 1 st round survey; Use 2 nd round survey results to compare; No. of Pairs H > W H = W H < W

36 2 nd Round Rut Depth Y 21/215 Dry Freeze Wet Freeze Dry Non-Freeze Wet Non-Freeze

37 2 nd Round Rut Depth Effect of Pavement Age Second-Round Rut Depth, in TN SR 125 WA SR 12 HMA WMA Pavement Age, years 2

38 No. of Pairs nd Round Rut Depth Comparison Among WMA Chemical>Organic Chemical=Organic Chemical<Organic 1 No. of Pairs Chemical>Foaming Chemical=Foaming Chemical<Foaming 6 1 No. of Pairs Organic>Foaming Organic=Foaming Organic<Foaming 1 1 All technologies behave similarly in rut depth 3

39 Moisture Susceptibility Field Performance Moisture damage was not observed Both WMA and HMA pavements Consistent with NCHRP 9-9 findings

40 Moisture Susceptibility Lab Hamburg Wheel Track Test Results Projects Red : No anti-strip agent Black : W/ anti-strip agent Green : Info not available 5

41 Relationship between Rutting and Cracking Performance Dry Freeze Climatic Zone Rutting Dominates

42 Relationship between Rutting and Cracking Performance Dry Non-Freeze Climatic Zone Not Conclusive

43 Relationship between Rutting and Cracking Performance Wet Freeze Climatic Zone Cracking Dominates

44 Relationship between Rutting and Cracking Performance Wet Non-freeze Climatic Zone Cracking & Rutting

45 Introduction & Objectives Project Scope and Research Aproach Results Transverse Cracking Wheel-path Longitudinal Cracking Rutting & Moisture Susceptibility Findings Outline 5

46 Findings: Transverse Cracking Transverse cracks were found to initiate from the top surface of the pavement, but often overlapped with transverse cracks in existing asphalt layer transverse cracking could be a combination of thermal and reflective cracking. Transverse cracking performance between HMA and WMA comparable for the majority of HMA and WMA pavements mostly seen in pavements with four or more years of age Transverse cracking performance among WMAs short-term: comparable for the three WMA technologies longer term: chemical and foaming appear to be comparable or better than organic 51

47 Findings: Wheel-path Longitudinal Cracking Cracks were found to initiate from surface of pavement may be indicative of top-down fatigue cracking. Performance comparison between HMA and WMA comparable for the majority of HMA and WMA pavements cracks start to develop mostly at age of 3- years; more cracking is seen with 6+ years. Performance among WMAs short-term: comparable for the three WMA technologies longer term: chemical and foaming appear to have comparable or better performance than organic 52

48 Findings: Rutting & Moisture Susceptibility Rutting performance between HMA and WMA pavements, and among WMA technologies is mainly comparable Field rut depth starts to build up as early as 3 years; and becomes more differentiable (more than.1 ) with 6 or more years service. Based on field investigation, no moisture-related distress was found in both HMA and WMA pavements. Based on laboratory HWT test results, most of mixes without an antistripping agent exhibited SIPs The use of anti-stripping agent may be beneficial overall for both HMA and WMA mixtures. 53

49 Findings: Overall Distress distribution appears to be climatic related. Within dry freeze zone, rutting appears to be the major type of distress, regardless of HMA or WMA Within wet freeze zone, cracking appears dominant Within wet non-freeze zone, cracking and rutting can both happen. U Effect of moisture on cracking?. 5

50 List of Publications 1. Zhang, W., S. Shen, Shenghua Wu, Louay Mohammad (in press). Prediction Model for Field Rut Depth of Asphalt Pavement based on Hamburg Wheel Tracking Test Properties, ASCE Journal of Materials in Civil Engineering. 2. Wu, S., Zhang, W., Shen, S., Muhunthan, B., & Mohammad, L. N. (in press). Case Study: Evaluation of the Effect of Extraction Temperature on WMA Binder Containing Sasobit Additive. ASTM Journal of Testing and Evaluation. 3. Zhang, W., S. Shen, A. Faheem, R. Basak, S. Wu, and L. Mohammad (in press). Predictive Quality of the Pavement ME Design Program for Field Performance of Warm Mix Asphalt Pavement, Journal of Construction and Building Materials.. Zhang, W., S. Shen, S. Wu, L. Mohammad (217). Long-term Field Aging of Warm Mix and Hot Mix Asphalt Binders, Transportation Research Record: Journal of Transportation Research Board (TRB). 5. Wu, S., W. Zhang, S. Shen, L. Mohammad, B. Muhunthan (217). Case Study: Short-term Performance and Material Property Evolution of Warm Mix Asphalt and Hot Mix Asphalt Pavements, Transportation Research Record: Journal of Transportation Research Board (TRB), No Wu, S., H. Wen, W. Zhang, S. Shen, L. Mohammad, A. Faheem, B. Muhunthan (216). Field Performance of Top-down Fatigue Cracking for Warm Mix Asphalt Pavement, International Journal of Pavement Engineering. 7. Shen, S., W. Zhang, L. Shen, H. Huang. (216). A Statistical Based Framework for Predicting Field Cracking Performance of Asphalt Pavements: Application to Top-down Cracking Prediction, Journal of Construction and Building Materials, Vol. 116, Pages Haifang Wen, Shenghua Wu, Louay N. Mohammad, Weiguang Zhang, Shihui Shen (216). Long-term Field Rutting and Moisture Susceptibility Performance of Warm Mix Asphalt Pavement. Transportation Research Record: Journal of Transportation Research Board (TRB), No. 2575, pp Shenghua Wu, Haifang Wen, Weiguang Zhang, Shihui Shen, Ahmed Faheem, Louay N. Mohammad (216). Long-term Field Performance of Transverse Cracking for Warm Mix Asphalt Pavement and Identification of Significant Material Property for Transverse Cracking. Transportation Research Record: Journal of Transportation Research Board (TRB). 1. Shen, S., W. Zhang, H. Wang, H. Huang (216). Numerical evaluation of surface-initiated cracking in flexible pavement overlays with field observations, Journal of Road Materials and Pavement Engineering, pp Zhang, W., Shihui Shen, Prasanta Basak, Haifang Wen, Shenghua Wu, Ahmed Faheem, Louay N. Mohammad (215). Development of Predictive Models for the Initiation and Propagation of Field Transverse Cracks. Transportation Research Record: Journal of Transportation Research Board (TRB), No. 252, Transportation Research Board, Washington, D.C., pp

51 Thank You! Any questions? 56

52 New Projects Project MT I-15 TN SR 125 IA US 3 TX FM 973 LA US 61 Construction Year Warm Mix Type Mixing Temp., F Compaction Temp., F Design Thickness, in. Traffic Sasobit, Evotherm DAT, Foaming H (315-32) W (283-3) H (29-3) W ( ) Evotherm 3G Sasobit, Evotherm 3G Evotherm 3G, Foaming Sasobit, Evotherm 3G H (32-35) W (29-32) H ( ) W (275-29) H (33-3) W (265-28) H ( ) W (22-239) H (31-3) W (29-29) H ( ) W ( ) million ESALs (3,17 AADT, 26.3% truck).39 million ESALs (3,7 AADT, 13% truck) Aggregate Siliceous Gravel & Sand 3 million ESALs (6,5 AADT, 1.9% truck) Limestone, Quartzite & 3 million ESALs (11,3 AADT,.3% truck) Gravel, Limestone & H (325) W (295) H ( ) W (25-25) Sand Dolomite NMAS, in. 3/ 1/2 1/2 3/ 1/2 Asphalt Binder PG 7-28 PG 7-22 PG PG 7-22 PG Anti-stripping Agent Hydrated Lime, 1.% ARR-MAZ,.3% None None.6% Polymer-modified SBS Yes None N/A SBS Asphalt Content, % million ESALs (3,138 ADT, 1% truck) Granite & Limestone Maximum Specific Gravity (G mm ) HMA (2.58) Sasobit (2.66) Evotherm (2.59) Foaming (2.53) HMA (2.352) Evotherm (2.355) HMA (2.23) Sasobit (2.28) Evotherm (2.29) HMA (2.6) Evotherm (2.5) Foaming (2.2) HMA (2.6) Sasobit (2.68) Evotherm (2.6) Sampling Date Sep , 211 Oct. 2-31, 211 Sep. 6, 211 Dec. 1, 211 May 16-June 6, 212 RAP or RAS None 1% RAP 17% RAP None 15% RAP HMA & Sasobit: 1.5'' Structure overlay + 5'' existing 2.5'' overlay + 7'' existing 1.25'' overlay + 8'' 2'' overlay + 8'' existing 2'' overlay + 8'' existing HMA + 7'' PCC + HMA '' base (nonstabilized) + infinite min. aggregate base '' subgrade (lean cement-treated soil bituminous base + 6'' HMA + 1'' base + HMA + 8'' PCC + 6'' subgrade Evotherm: 1.5'' overlay + 3'' subgrade infinite subgrade clay) subgrade existing HMA + 9'' PCC 57 + subgrade

53 In-service Projects Wet Freeze Zone Project MD 925 MO Hall St. MO Rte. CC MN TH 169 OH SR 51 PA SR 212 VA I-66 IL 17 PA SR 26 Construction Month/Year 9/25 5/ /21 9/26 5-6/29 7/21 6/21 5/29 Warm Mix Type (content, %, by weight of binder) Sasobit Sasobit (1.5); Evotherm ET; Aspha-min (.3) Evotherm DAT Evotherm 3G Sasobit (1.5); Evotherm ET (5.3 by mix); Aspha-min (.3) LEA, Gencor (.5) Astec DBG Astec DBG Sasobit, Advera Production Temp., F HMA (31-35); Sasobit (27-31) HMA (32); Sasobit (2); Evotherm (225); Asphamin (275) HMA (32); Evotherm (28-29) HMA (3); Evotherm (265) HMA (32), Sasobit (26); Evotherm (235); Asphamin (25) HMA (29-31); Gencor (25-265); LEA (2-26) HMA (317); Astec DBG (288) HMA (3); Astec DBG (27) HMA (31), Sasobit (265); Advera (26) Traffic (AADT) 1,8 21, , , Aggregate N/A Limestone Steel Slag Limestone N/A Limestone Limestone N/A Limestone Limestone NMAS, in. 3/8 1/2 1/2 3/ 3/8 3/8 1/2 1/2 3/8 Asphalt Binder Anti-stripping Agent Asphalt Content, % None ARR MAZ,.25% Pave Bond Lite,.25% None None None G mm Pave Bond Lite,.5% H (5.); W (5.) H (2.62); W (2.65) None None H (2.5); W (2.7) H (2.67); Sasobit (2.62); Advera (2.69) Sampling Date 6/28/12 7/16-18/12 7/17/12 8/28/12 6/18/12 6/26/12 6/26/12 7/19/12 6/21/12 RAP 15% 1% 2% N/A 15% None N/A 1% None 2" + 5" 1.75" + 12" 1.25" " 1.5" + 5" HMA 1.5" + 5" 1.5" + 5" HMA + 8" 3.75" + 7" PCC 2" + 8" HMA + 1.5" + 9" Structure PCC + -3" HMA + 9" + " aggregate HMA + 9" + HMA + " Macadam + 6" base 6" base HMA base granular base base 1" base 58 stone base stone

54 In-service Projects Wet Non-Freeze Zone Project SC US 178 TN SR 6 TX FM 32 LA 116 LA 3191 LA 3121 Construction Month/Year Warm Mix Type Production Temp., F 9/27 1/27 2-3/28 3/21 11/28 3/29 Evotherm DAT HMA (295); Evotherm (2) Sasobit, Evotherm DAT, Astec DBG, and Advera HMA Danley (32-35); HMA Franklin (32-35); Sasobit (25); Evotherm DAT (2); Advera (25); DBG (26) Sasobit, Evotherm DAT, Rediset, Advera H (33); W (2) Foam Astec Foam Evotherm 3G N/A N/A N/A Traffic (AADT) ADT 2 ADT Aggregate N/A Limestone Limestone N/A N/A N/A NMAS, in. 3/8 1/2 3/8 1/2 1/2 1/2 Asphalt Binder Anti-stripping Agent Asphalt Content, % G mm N/A Franklin (AD-Here 77-,.3%); Astec DBG (Pavegrip 65,.3%) 1% Lime N/A N/A N/A H (5.3); W (5.) H (2.6) W (2.63) HMA Danley (2.28); Sasobit (2.11); Evotherm (2.1); Astec DBG (2.); Advera (2.22); HMA Franklin (2.25) HMA, Sasobit, Evotherm (2.58); Advera Rediset (2.98) H (2.525) W (2.51) H (2.53) W (2.86) H (2.57) W (2.9) Sampling Date 7/27/12 7/2/12 2/6-8/13 5/21/13 5/21/13 5/2/13 RAP N/A None None , 3 Structure 2" overlay + 5.7" 1.5" overlay + 2" HMA + 6" 2" overlay " overlay +.26" HMA + 1.5" overlay + 5" HMA + 7.1" PCC + 5.7" HMA + 1" HMA + 7" 12" 6" crushed stone HMA + 8.5" base 59 cementtreated sand clay base base PCC base

55 In-service Projects Dry Freeze Zone Project WA I-9 WA SR 12 CO IH 7 NE US 1 NV Construction Month/Year 6/28 /21 7-8/ /21 Warm Mix Type Sasobit Aquablack Sasobit (1.5% by mass of binder); Evotherm DAT (.5% of binder); Advera (.3% of mixture) Advera, Evotherm DAT Ultrafoam Production Temp., F HMA (33), Sasobit (276) HMA (325), Aquablack (275) HMA (mixing 31, compaction 28); Sasobit (255, 235); Evotherm (25, 23); Advera (255, 235) H (33), W (275) H (33), W (275) Traffic (AADT) 13, 6,55 3, 2,1 5, Aggregate Basalt Basalt Crushed River Rock Limestone, Gravel N/A NMAS, in. 1/2 1/2 1/2 1/2 1/2 Asphalt Binder Anti-stripping Agent Asphalt Content, % None Superbond (.25%) Hydrated Lime (1% by mass of aggregate blend) None G mm H-Adv (2.39), H-Evo (2.1) Hydrated Lime, 1.5% Sampling Date 8/27/12 8/28/12 1/18/12 1/1/12 1/19/12 RAP, % None < " overlay 3" overlay + " HL 3" overlay " HMA + 6.5" 2.5" overlay slurry stabilization + 6" HMA + 9" Structure + 7.8" HMA + 9" base (HMA)/5" base " HMA 1.5" existing asphalt + aggregate base base (Sasobit) bit sand base

56 In-service Projects Dry Non-Freeze Zone Project TX SH 251 TX SH 71 CA HVS 3a CA HVS 3b Construction Month/Year 8/28 6/28 9/29 9/29 Warm Mix Type Astec DBG Evotherm DAT Gencor, Evotherm DAT, Cecabase Sasobit, Advera, Astec DBG, Rediset Production Temp., F H (31) W (27) H (33) W (2) HMA (32), Gencor (28), Evotherm (28), Cecabase (266) HMA (335, 279), Sasobit (3,279), Advera (295,266), Astec DBG (295,257), Rediset (285,258) Traffic (AADT) 2,3 57, HMA (7,), Gencor (159,), Evotherm and Cecabase (16,) Aggregate Limestone Limestone Granite Reed NMAS, in. 3/8 3/8 1/2 1/2 Asphalt Binder Anti-stripping Agent 1% Akzo.8% Liquid None None Asphalt Content, % G mm H (2.5), W (2.) 2.16 H (2.53) H (2.55) Sampling Date 2/5/ HMA, Sasobit, Astec DBG and Rediset (16,), Advera (5,) RAP, % None N/A Rubber (18% of binder) Rubber (18% of binder) Structure 2." overlay +.3" HMA 2" overlay + HMA 2.5" gap-graded rubberized HMA + 2.5" HMA " base 2.5" gap-graded rubberized HMA + 2.5" HMA " base 61