CONSTRUCTION CONFERENCE

Transcription

1 CONSTRUCTION CONFERENCE Concrete Paving Session February 23, 2010 Greg Schiess 1

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4 CHANGE 4

5 TOPICS OF DISCUSSION Implementation of the new Design Guide and related software Pavement Type Selection Manual Review Alternate Pavement Bidding Concrete Pavement Projects 5

6 HOW DO YOU DESIGN A PAVEMENT? 6

7 PAVEMENT DESIGN How does traffic effect the pavement? 7

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9 PAVEMENT DESIGN What will the traffic be in the future? 9

10 TRAFFIC PREDICTIONS 10

11 POST-PANAMAX CARGO SHIPS 11

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14 MECHANISTIC-EMPIRICAL PAVEMENT DESIGN GUIDE The Guide provides an analysis tool for evaluating pavement structures using mechanistic-empirical empirical principles, project specific traffic, climate, and materials data. The software estimates damage accumulation over a specified pavement service life. 14

15 MECHANISTIC PAVEMENT DESIGN IS BASICALLY AN APPROACH WHERE A MODEL IS USED TO CALCULATE THE REACTION OF A PAVEMENT STRUCTURE WHEN SUBJECTED TO TRAFFIC LOADING. 15

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17 HOW DOES WEATHER CONTRIBUTE TO THE DETERIORATION OF HIGHWAY PAVEMENTS? 17

18 CURLING AND WARPING Positive temp. gradient Bottom Up Cracking Negative Negative temp. temp. gradient gradient & & shrinkage shrinkage of of surface surface Top Top Down Down Cracking Cracking 18

19 THE BIG PICTURE EICM Climate Inputs Material Properties Traffic Transfer Functions Predicted Performance Mechanistic Analysis 19

20 PAVEMENT DESIGN STATE OF THE ART AASHTO 93 MEPDG Empirical Mechanistic 20

21 IMPLEMENTATION TAKES TIME AASHTO Guide 1958; Road Test Time, yrs. MEPDG 1989; LTPP initiated 1962; AASHO 4 initiated 1998; MEPDG Road Test complete 10 initiated 2007; MEPDG 1972; Interim Design Guide 24 delivered 2009 Version 1986; Update 1.1 releases 1993; Update Version?? 45 21

22 MEPDG DEVELOPMENT 1986 AASHTO Design Guide, Part IV: Recommended development of Mechanistic based design procedure 1996 National meeting and recommendations for M-E design Development & calibration under NCHRP 1-37A Independent review, NCHRP 1-40A 2005 Independent d model validation, NCHRP 1-40B 22

23 MEPDG DEVELOPMENT CONTINUED 2006 Improvements & Recalibration, a NCHRP 1-40D Release Version 1.0 February 2007 National meeting, April 2007, Irvine, CA AASHTO balloting October 2007: Interim AASHTO MEPDG Released Version 1.1 September

24 IMPLEMENTATION OF THE MEPDG IN FLORIDA Soil resilient modulus research 90 s Research into the Coefficient of Thermal Expansion (CTE) in (SMO and Dr. Ping) Began testing of concrete mixes in SMO for CTE Completed local calibration and published Appendix E, Jan 2009 (CTE 6.0, 1.0 version of MEPDG software) Meeting with cement and concrete industry reps June 2009 (Agreed to 5.4 CTE for design and assign risk for CTE to the contractor) 24

25 IMPLEMENTATION CONTINUED Became aware of issue with the CTE values used in the 1.0 and 1.1 version of software 1.11 Version of software issued September 09 Local calibration of the 1.1 version is underway with Fernando and Zollinger Developed the US 27 job with alternative pavement design experimenting with the 1.1 version of the Guide 25

26 IMPLEMENTATION CONTINUED AASHTO replaced TP 60 test method with T December 7, 2009 FHWA issued a memo regarding the recalibration of the Guide December 21, 2009 meet with industry to discuss the CTE values and concrete strength for US 27 which resulted in using a CTE of 5.9 and f c of 4500 psi Recalibration of the national model due to the CTE issue to start in January

27 1.1 VERSION OF THE SOFTWARE 27

28 TRAINING FOR THE GUIDE Training sponsored by the FCPA and FDOT was conducted in Orlando, Tallahassee, Ft. Lauderdale and Jacksonville. Over 100 attended the day and half course presented by Dr. Darter. 28

29 COEFFICIENT OF THERMAL EXPANSION Several studies in the past few years have identified CTE as one of the most significant inputs or classified as extremely sensitive input in the MEPDG for designing rigid pavements. If the models are not recalibrated, the pavement thickness may be underestimated. Impact on the amount of midpanel cracking and spalling. 29

30 CONCRETE COEFFICIENT OF THERMAL EXPANSION racked x10-6 /F Percent slabs c x10-6 /F 5.5x10-6 /F 5.0x10-6 /F Age, years 30

31 CTE TEST RESULTS ON I-95 JMF: Coarse Aggregate (87-090), 7 day f c 5010 psi, 28 day 7050psi Testing Summary: Number of Cores Tested: 48 Average CTE: 5.63 x 10-6 in/in/ F (TP 60) Standard Deviation 0.26 x 10-6 in/in/ F CTE calculated using the value for 304 stainless steel of 17.3 x 10-6 in/in/ F that was provided in AASHTO TP 60. CTE of Florida Calibration Specimen SMO 304 stainless steel calibration standard was subsequently determined d to have a CTE of x 10-6 in/in/ F. / F 31

32 SO WHAT DOES ALL THIS MEAN Concrete pavements for routes with a high volume of heavy trucks will be thinner. (Pending the outcome of the recalibration) A significant amount of research will still needs to be conducted Good engineering judgment still remains a major factor in pavement design. 32

33 PAVEMENT TYPE SELECTION The FDOT Pavement Type Selection Manual is currently under review by Mr. Harold Von Quintus and Dr. Mike Darter. Comments were also solicited from both the asphalt and concrete industries and the Districts. 33

34 AREAS OF INTEREST PTS REVIEW Initial design Cost for initial construction and the cost of each of the rehabilitation strategies Scope of rehabilitation strategies Service life or the time between initial construction and the first rehab and any subsequent rehabs 34

35 AREAS OF INTEREST PTS REVIEW Cost factors to be included such as users delays costs, design, ancillary items, MOT and CEI for rehabilitation strategies Disparity on the surface characteristics Discount Rate Inflation factors for some materials PTS required of overlay projects 35

36 PAVEMENT TYPE SELECTION Life cycle cost analysis is a decision support tool, and the results of the life cycle cost analysis are not decisions in and of themselves. 36

37 RECOMMENDATIONS FROM REVIEW COMMITTEE Probabilistic versus deterministic LCCA analysis M-EPDG for HMA to develop equivalent pavement designs Alternative ti bids (also provides unit price info) Survival curves allowing new technology to be reflecting in service life 37

38 ALTERNATE PAVEMENT BIDDING Designs include both a concrete and asphalt pavement For the purpose of determining the low bid an adjustment factor is added to the asphalt. The factor is the based on the estimated difference in the rehabilitation costs of the two pavements from the PTS analysis. 38

39 ALTERNATE PAVEMENT BIDDING Bids have been received on three alternate pavement bidding projects to date. SR 80 Hendry County SR 79 Washington County SR 70 St Lucie County These have all been reconstruction type projects designed with Appendix E. 39

40 ALTERNATE PAVEMENT BIDDING The US 27 be let soon and is a resurfacing contract where FDOT experimented with the 1.1 version of the software to design the white topping section. A second SR 70 job is also a reconstruction project with alternate bids which is scheduled to be let in May of this year. 40

41 COMPARISON OF PAVEMENT SECTIONS Asphalt Design Friction Course 14.0 PCC Asphalt Jointed w/ Dowels 12 Limerock Base Course (LBR = 100) 12 Type B Stabilized Subgrade (LBR=40) Subgrade FDOT Previous FCPA Optimized i FDOT Present Concrete Design Concrete MEPDG Design 4 ATPB non structural 1 Asphalt Structural Layer 12 Type B Stabilized Subgrade (LBR=40) Subgrade AASHTO PCC Jointed w/ Dowels 1.5 Asph. Structural Layer 12 Limerock Stabilized Base (LBR = 70) Subgrade 12.0 PCC Jointed w/ Dowels 4 HMA OBG 1 12 Type B Stabilized Subgrade (LBR=40) Subgrade Appendix E 41

42 TYPICAL HIGH VOLUME PAVEMENT DESIGNS Asphalt Florida ¾ Asphalt friction course 5 Asphalt structural course Concrete 12 concrete limerock base 28 4 Asphalt base 12 stabilization 12 stabilization 12,000 psi subgrade 42

43 TYPICAL HIGH VOLUME PAVEMENT DESIGNS Asphalt Missouri 1 Asphalt friction course 8 Asphalt structural course Concrete 14 concrete 24 5 Asphalt base 24 4 drainage base 4 drainage base 6 aggregate base 6 aggregate base 7000 psi subgrade 43

44 TYPICAL HIGH VOLUME PAVEMENT DESIGNS Asphalt Georgia Asphalt friction course Asphalt structural course Concrete 12 concrete Asphalt structural course 12 aggregate base 12 aggregate base 4000 psi subgrade 44

45 TYPICAL HIGH VOLUME PAVEMENT DESIGNS Asphalt Alabama 1 Asphalt friction course 13 Asphalt structural course Concrete 13.5 concrete drainage base 4 drainage base 6 aggregate base 6 aggregate base 7000 psi subgrade 45

46 CONCRETE PAVING PROJECTS RECENTLY COMPLETED I-95 Brevard County six lane project completed in August of 2009 I-4 Tampa I-295 / I-95/SR9A Jacksonville SR 9A/JTB Jacksonville I 95 - Heckscher Drive to SR9A Jacksonville 46

47 CONCRETE PAVING PROJECTS UNDERWAY I-10 / I-95 Jacksonville I-10 Lane to Stockton Jacksonville I-4 Extension Crosstown Connector Tampa SR 9B Jacksonville 47

48 CONCRETE PAVING PROJECTS IN DESIGN ( WORK PROGRAM) Eller Drive Ft Lauderdale CRCP I-10 agricultural inspection station in D- 2 and I-75 rest area in D-7 US 27 Palm Beach County White Topping Alternate t Pavement Bid 48

49 CONCRETE PAVING PROJECTS IN DESIGN ( WORK PROGRAM) SR 112/ I 195 Miami-Dade US 92 Volusia I 295 Collins/Blanding in Jacksonville Two jobs on I 275 Hillsborough County 49

50 ADDITIONAL FUNDING The Executive Board has set a side funding to assist in the deferential up front cost of a PCC as compared to the HMA $17 M Annually The funds are committed up to

51 FACTS AND FIGURES Did you know? Concrete pavements in Florida currently make up 2% of the State Highway System, but carry 5% of the overall traffic. On the Interstate system, they make up 8% of the system, but carry nearly 13% of the traffic. 51

52 FINAL NOTE An adequate design combined with skillful construction affords the best chance for a long lasting pavement! 52

53 Thank you

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