Rehabilitating Crossing Surfaces Effect of Sub-Structure Design on Long-Term Performances of Highway-Railway At-Grade Crossings

Transcription

1 Rehabilitating Crossing Surfaces Effect of Sub-Structure Design on Long-Term Performances of Highway-Railway At-Grade Crossings by Jerry G. Rose, Ph.D.,P.E. Professor of Civil Engineering University of Kentucky 161 Raymond Building Lexington, KY (859) Presented at the 2009 National Highway-Rail Grade Crossing Safety Training Conference New Orleans, Louisiana November 15-18,2009

2 Goals and Attributes Rail/Highway Crossing Management Cost Effective Crossing Safe Smooth Servicable Long life Stable and Smooth No costly disruption Can be skipped over Accomplish Minimum of time 4-hour train curfew 8 to 12-hour highway closure Utilize Cooperative Approach Railroad company (contractor) Local highway/governmental agency

3 Requirements and Objectives Fast-Track RR = 4 hrs. Hwy = 8 to 12 hrs. Pre-Planned Optimum Date, Share Responsibilities, Share Cost Cooperative Railroad and Government Agency Premium Materials Surface and Structure Quality Construction Techniques Adequately Engineered for Site Uses Latest Technology

4 Typical All-Granular Trackbed Asphalt Underlayment Trackbed

5 8 to 12 in. thick 5 to 6 in. thick 12 ft. Tie Compacted Ballast Surface Asphalt Trench Original Pavement & Base Asphalt Underlayment Strengthens Trackbed Support Waterproofs Underlying Roadbed Confines Ballast and Track Utilizes Fast-Track System Reduces Subgrade Stresses Reduces Long-Term Settlement Extends Useful Life Improves Long-Term Performance

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11 Rome-Florence: First High Speed Line in Italy 252 km Debated between cement and asphalt Asphalt performed better opted for use on all high-speed passenger lines 35 cm of ballast on top 12 cm of asphalt with 200 MPa modulus 30 cm of super compacted subgrade with 80 MPa modulus

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13 With the new design standard, the earth structure performance rank for the relevant track is determined by the relative importance of the section of track and the track type. When designing the roadbed, a type of roadbed is selected to suit each of the various performance ranks. Performance Rank 1 concrete roadbed or asphalt roadbed for ballastless track is selected Performance Rank 2 asphalt roadbed for ballasted track is used Performance Rank 3 crushed stone roadbed for ballasted track is selected. After the type of roadbed has been selected in this way, the roadbed structure design is carried out.

14 Germany German Getrac - ballastless track Track Panels are directly supported by asphalt Two Types: Getrac A1 and Getrac A3

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16 France 3 km Test Section on the TGV World Record High Speed Line mph 30 cm ballast 14 cm of bitumen coated gravel 20 cm sub layer Reduce sub-layer thickness Testing underway Paris to Strasbourg Line Began Operations in 2007

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22 Waller Avenue #2 # T&S 2002 T&S 2007 S 2003 T&S 2006

23 Rosemont Garden #2 # T&S 2002 T&S 2007 S 2003 T&S 2006

24 KY 303 Condition prior to rebuild Removing old crossing 08:30 Began excavating Excavating trackbed and checking grade

25 Dumping asphalt 10:15 Spreading asphalt Compacting asphalt and dumping ballast Dumping and spreading ballast

26 Compacting ballast Positioning new panel Spreading cribbing rock 11:30 Tamping ballast

27 Regulating ballast 12:40 Compacting hand-spread approaches Finished compacting asphalt approaches 16:50 3 weeks later

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31 US 60 Stanley

32 US 129 Alcoa/Maryville, TN

33 Hillsborough County, FL

34 Hillsborough County, Florida

35 Coal Dock

36 KY Coal Terminal

37 Pressure Cell Geokon Model in. Diameter Strain Gage Snap-Master Thermistor Cell Placement on Asphalt

38 Junction Box Pressure Cell Battery Pressure Cell Measurement Configuration

39 Cell Location at Richmond

40 Pressure (psi) Pressure (psi) Loaded Coal Train at Richmond 30 P-Cell 819 Beneath Rail in Crib 30 P-Cell 820 Beneath Rail and Tie Axle Locomotives Initial 2 Cars Axle Locomotives Initial 2 Cars Time (s) P-Cell 821 C/L Track in Crib 2 6-Axle Locomotives Initial 2 Cars Pressure (psi) Pressure (psi) Time (s) P-Cell 822 C/L Track and Tie Axle Locomotives Initial 2 Cars Time (s) Time (s)

41 Pressure (psi) Pressure (psi) Loaded Auto Train at Richmond Axle Loco Axle Loco P-Cell 819 Beneath Rail in Crib 1 4-Axle Loco 1 4-Axle Loco Time (s) Initial 2 Cars P-Cell 821 C/L Track in Crib Initial 2 Cars Pressure (psi) Pressure (psi) Axle Loco Initial 2 Cars Axle Loco P-Cell 820 Beneath Rail and Tie 1 4-Axle Loco P-Cell 822 C/L Track and Tie 1 4-Axle Loco Time (s) Initial 2 Cars Time (s) Time (s)

42 Pressure (psi) Loaded Concrete Truck at Richmond 8 P-Cell 820 Beneath Rail and Tie Time (s)

43 Cell Location at Lackey Low Rail High Rail

44 Pressure (psi) Pressure (psi) Loaded Coal Train at Lackey 30 P-Cell 510 Beneath High Rail and Tie 30 P-Cell 511 Beneath High Rail and Tie 2 6-Axle Locomotives Initial 2 Cars Time (s) P-Cell 806 C/L Track and Tie 2 6-Axle Locomotives Initial 2 Cars Pressure (psi) Pressure (psi) Axle Locomotives Time (s) Initial 2 Cars P-Cell 207 Beneath Low Rail and Tie Time (s) Time (s)

45 Pressure (psi) Pressure (psi) Empty Coal Train at Lackey 30 P-Cell 510 Beneath High Rail and Tie 30 P-Cell 511 Beneath High Rail and Tie Axle Locomotives Time (s) Initial 2 Cars P-Cell 806 C/L Track and Tie 2 6-Axle Locomotives Initial 2 Cars Pressure (psi) Pressure (psi) Axle Locomotives Initial 2 Cars Time (s) P-Cell 207 Beneath Low Rail and Tie 2 6-Axle Locomotives Initial 2 Cars Time (s) Time (s)

46 Pressure (psi) Loaded Coal Truck at Lackey P-Cell 510 Beneath High Rail and Tie Time (s)

47 Stress (psi) Reduction of Dynamic Stresses in. HMA surface Subgrade surface Time (s)

48 Matrix-based array of force sensitive cells Silver conductive electrodes Pressure sensitive ink Conductivity varies Crossing of ink strain gauge View of Tekscan Sensors Tekscan Measurement Configuration

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50 Rear Tires of Tractor of a 151,000 lb Loaded Coal Truck on Concrete Crossing of Kentucky Coal Terminal, Mile Post 6.6. May 25, lb 135 psi in^2

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52 Front Tire of a CSXT Suburban on Asphalt Parking Lot in Ashland Oil Company. May 25, lb 75 PSI in^2

53 286,000 lb 62,000 lb 180 lb psi 2-4 psi 6 psi psi Within Track Surface

54 Trackbed Materials Classifications

55 Soil Tests

56 Moisture Content Test

57 Change in In-Situ Moisture Content between 1998 and 2007

58 Subgrade/Roadbed In-Situ Moisture Tests After Coring

59 Proctor Test

60 Changes in Optimum Subgrade Moisture Contents Between 1998 and 2007

61 Relationships for Roadbed/Subgrade In-Situ and Optimum Moisture Contents

62 Classification Tests

63 Unified Soil Classification Project Date Unified OMC CBR Guthrie 1989 Silty sand SM 12% 14/5 OK City 1982 Lean clay CL 18% 8/3 Quinlan 1995 Lean clay CL 17% 9/4 Quinlan 1995 Sandy silt ML 13% 33/26 Hoover 1994 Subballast GP-GM 9% 56/46 Hoover 1994 Clayey sand GC-GM 11% 7/4

64 CBR Test

65 Comparison of 1998 and 2007 unsoaked and soaked CBR test values for the roadbed /subgrade samples Unsoaked Soaked Select Subgrade Guthrie, OK Clay Subgrade OK City, OK Clay Subgrade Quinlan, OK Silt Subgrade Quinlan, OK Subballast Hoover, TX Subgrade Hoover, TX

66 ASPHALT TESTS

67 Resilient Modulus 25⁰C (77⁰F) 1Hz

68 Resilient Modulus versus Age of Asphalt

69 Dynamic Shear Rheometer 25⁰C (77⁰F)

70 Dynamic Shear Rheometer Values G*/sin δ (RR) (RR)

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73 Elevation (ft) Top of Rail Elevations for Flagspring NO ASPHALT 100 5/13/02 7/25/02 6/09/03 2/10/04 2/2/2005 3/14/2006 WB Installed 5/13/2002 EB Station

74 Settlement (in.) Average Asphalt/Approach Settlement for Flag Spring (no underlayment) 2 Approaches Crossing Installed 5/13/ Time (Months)

75 KY Coal Term

76 Elevation (ft) Top of Rail Elevations for KY Coal Terminal # 2 Track Installed 11/14/02 11/14/02 11/21/02 1/13/04 5/25/2004 4/13/ /20/2005 WB 99.5 EB Station

77 Settlement (in.) Average Asphalt/Approach Settlement for KY Coal Terminal # Approaches Crossing Installed 11/14/ Time (Months)

78 Stanley

79 Elevation (ft.) Average Top of Rail Elevations for US 60 Stanley Installed 5/16/ /16/2002 6/13/2002 8/28/2003 1/20/2004 7/12/2004 6/10/2005 2/13/ /16/ Station

80 Settlement (in.) Average Asphalt/Approach Settlement for US 60 Stanley Approaches Crossing Installed 5/16/ Time (Months)

81 Advantages of Enhanced Support Clearly Demonstrated Minimize Long-Term Settlement

82 Settlement Asphalt Crossings was 41% of non-asphalt Crossings Settlement Asphalt Crossings was 44% of Abutting Approaches Settlement of Non-Asphalt Crossings & Approaches Similar

83 1. Rose, J.G. and L.S. Bryson, Optimally Designed Hot Mix Asphalt Railway Trackbeds Test Measurements, Trackbed Materials, Performance Evaluations, and Significant Implications, 2009 International Conference on Perpetual Pavements, Ohio Research Institute for Trans. and Envir., Columbus, OH, October Bryson, L.S. and J.G. Rose, Railway Trackbed Pressure/Deflection Measurements and Structural Design Methodology, 8 th International Conference on the Bearing Capacity of Roads, Railways, and Airfields, University of Illinois, June 2009, 16 pages. 3. Rose, J.G., Swiderski, M.G., and J.S. Anderson, Long-Term Performances of Rail/Highway At-Grade Crossings Containing Enhanced Trackbed Support, TRB Annual Meeting Compendium of Papers DVD, Washington, DC, January 2009, 36 pages. 4. Anderson, J.S. and J.G. Rose, In-Situ Test Measurements Techniques Within Railway Track Structures, 2008 ASME/IEEE/ASCE Joint Rail Conference PROCEEDINGS, Wilmington, DE, April 2008, 21 pages. 5. Rose, J.G. and H.M. Lees, Long-Term Assessment of Asphalt Trackbed Component Materials Properties and Performance, 2008 AREMA Annual Conference PROCEEDINGS, Salt Lake City, UT, September 2008, 28 pages. 6. Rose, J.G., Test Measurements and Performance Evaluations of In-Service Railway Asphalt Trackbeds, PROCEEDINGS of the Transportation Systems 2008 Workshop, Phoenix, AZ, April 2008, 17 pages.

84 Thank You Questions???