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Mechanistic-
Mechanistic-Empirical
 Pavement Design
 P           D i
        David P. Orr, PE
   Cornell Local Roads Program
   Co       oc    o ds og
NYS 180 - LaFargeville
NYS 180 - LaFargeville
        800 AADT
Q: How thick are the asphalt and
        gravel layers?




  NYS 180 - L F
            LaFargeville
                    ill
          800 AADT
17 ½ in.
ME Pavement Design
Why roads fail
 Pavement design methods
    Mechanistic-
    Mechanistic Empirical
    M h i i -E i i l pavement d i
                              design
      The need for seasons
         ME-
         ME-PDG
Why Roads Fail
What is a road?
Road Structure
Surface
  Base
     Subbase
     S bb
        Subgrade
Vehicle Loads



               Load




Pavement

  Subgrade
Pavement Deflection



              Load




Pavement

  Subgrade
Pavement Deflection



                     Load



             T              T

Pavement         C


                            C
             C
                 T

  Subgrade
Pavement Fatigue
Pavement Fatigue




 45°     90°       180°
Pavement Failure?
Potholes
Alligator cracking
Corrugations
Edge raveling
Rutting
Drainage
Pavement Design Methods
Pavement Design Methods
Experience
  Catalog
    Empirical
    E ii l
       Mechanistic-
       Mechanistic-Empirical
Experience
NYSDOT Comprehensive
   Pavement Design Manual
Black or white – Asphalt or PCC
Mr – Subgrade resilient modulus
ESALs
ESAL – 50 year design life
                 d i lif
AASHTO 1993
                                                         ⎡ ΔPSI ⎤
                                                   log10 ⎢
log10 W18 = ZR * So + 9.36* log10 (SN +1) − 0.20+        ⎣4.2 −1.5⎥ + 2.32* log M − 8.07
                                                                  ⎦
                                                                               10 R
                                                            1094
                                                  0.40+
                                                          (SN +1)5.19
Mechanistic-
Mechanistic-Empirical (M-E)
                      (M-
Strain Base Fatigue Failure Criteria




             T


                        T




                        V
Q: Which pavement design
     method do you use?
Experience
  Catalog
    Empirical
    E ii l
       Mechanistic-
       Mechanistic-Empirical
M-E Pavement Design
Critical Fatigue Concepts
Determine failure mode mechanistic
  Select a failure criteria empirical
    Develop failure
    D l a f il model?      d l?
Fatigue Failure Criteria
                                 k2
                          ⎛ 1    ⎞ ⎛1⎞
                                         k3

                 N f = k1 ⎜
                          ⎜ε     ⎟ ⎜ ⎟
                                 ⎟ ⎝E⎠
                          ⎝ cr   ⎠
 n(ε)
ln




                   ln(Nf)
Locations of Critical Strains



                  Load



        T                    T
        T                    T
             C
             C
       C                 C
             T
                             C
        C
             T

              V
Two Most Common
     Fatigue Failure Criteria
Tensile strain in the surface (εt) cracking
                              (ε
  Vertical strain on the subgrade (εv) rutting
                                   (ε
3.9492
                                                                          ⎛           ⎛E⎞
                                                                                            1.281
                                                                                                  1            ⎞
                                                     N f surface (106 ) = ⎜ 0.00432 C ⎜ ⎟                      ⎟
                                                                          ⎜           ⎝ E' ⎠      εt           ⎟
                                                                          ⎝                                    ⎠

                                                             Asphalt Horizontal Tensile Strain Criteria

                                  10,000
                                  10 000
                        strain)
            train (micros




                                                                                                      Average Coefficients
                                                                                                      K = 220.3
                                                                                                      a = 4.260
                                   1,000                                                              b = -0.85 (Asph. Inst.)
                                                                                                      E 435 100
                                                                                                      E' = 435,100 psi
Horizontal St
H




                                    100
                                       100                 1,000         10,000       100,000     1,000,000          10,000,000   100,000,000
                                                                              Number f Repetitions
                                                                              N b of R     titi


                                           Asphalt Inst.       TRL - 1      Average      NAASRA        Shell            Denmark DTU
3.902
                                                                           ⎛        1               ⎞
                                                      N f subgrade (10 ) = ⎜ 619.5
                                                                           ⎜
                                                                             6
                                                                                                    ⎟
                                                                                                    ⎟
                                                                           ⎝       εV               ⎠
                                                      Subgrade Vertical Compressive Strain Criteria

                               10,000
                        ain)
Vertical Strai (microstra




                                1,000
             in




                                          Average Coefficients
                                                 g
V




                                          K = 619.5
                                          a = 3.902

                                 100
                                    100             1,000
                                                     ,              10,000
                                                                      ,           100,000
                                                                                     ,           1,000,000
                                                                                                  ,   ,         10,000,000
                                                                                                                  ,   ,           100,000,000
                                                                                                                                     ,   ,
                                                                           Number of Repetitions

                                   Denmark DTU        Shell      Average     Nottingham     Dorman & Metcalf     TRL         Asphalt Inst.
3.902
                     ⎛        1   ⎞
N f subgrade (10 ) = ⎜ 619.5
                 6
                     ⎜            ⎟
                                  ⎟
                     ⎝       εV   ⎠
                                 ~4
                         ⎛ 1 ⎞
    N f subgrade (10 ) ∝ ⎜
                       6
                         ⎜ε ⎟⎟
                         ⎝ V⎠
                                         ~4
 N f subgrade (car )  ⎛ ε V (truck ⎞
                     ∝⎜
                      ⎜ ε (car ) ⎟ ⎟
N f subgrade (truck ) ⎝ V          ⎠
Q: How many passes by a standard
automobile are needed to equal the
damage of one fully loaded 10-wheel
                           10-
           dump truck?

5,000-
5,000-10,000
Elastic Layer Theory
              Forward Calculation
       P, a

            Θ     E1,η1,t1   Traffic
                               P = Load
        R         E2,η2,t2     a = Area
                             Pavement layers
Stress σX,Y,Z                  Ei = Modulus
                  E3,η3,t3
Strain εX Y Z
        X,Y,Z
                               ηi = Poisson’s ratio
                                     Poisson s
Disp. δX,Y,Z                   ti = Thickness
                  E4,η4,∞
Miner’s Hypothesis
         yp


       nf     D = amount of
                          f
D=                damage (%)
       Nf
Simple Pavement

Asphalt           8 inches   158,000 psi

Subbase          12 inches    36,400
                              36 400 psi



Upper Subgrade 30 inches      14,700 psi




Lower Subgrade     ∞          13,300 psi
⎛                                                              1.281
                                                                                           1⎞
                                                                                                  3.9492
                                                                                                                 ESAL Load
N f surface (10 ) = ⎜ 0.00432 C ⎛ E ⎟
                                ⎜
                                     ⎞          6                                             ⎟
                    ⎜           ⎝ E' ⎠                                                        ⎟
                                                                                           εt ⎠                   9,000
                                                                                                                  9 000 lbs
                    ⎝
                                                              Asphalt Horizontal Tensile Strain Criteria

                                   10,000
                                   10 000
                         strain)
             train (micros




                                                                                                               Average Coefficients
                                                                                                               K = 220.3
                                                                                                               a = 4.260
                                    1,000                                                                      b = -0.85 (Asph. Inst.)
                                                                                                               E 435 100
                                                                                                               E' = 435,100 psi
 Horizontal St
 H




                                     100
                                        100                 1,000         10,000           100,000         1,000,000      10,000,000     100,000,000
                                                                               Number f Repetitions
                                                                               N b of R     titi


                                            Asphalt Inst.       TRL - 1      Average          NAASRA            Shell         Denmark DTU
ESAL Loads


          ESAL Load          Nf
     nf
D=            9,000 lbs   9,420,000

     Nf
 5,000 AADT      nf =4,710,000
Single Load



    nf  4,710,000
D=    =           = 50%
   N f 9,420,000
Miner’s Hypothesis
         yp
                    n1 n2
  ε              D=   +    ≤1
 (log
scale))
                    N1 N 2
   ε2                Load level 2

   ε1                         Load level 1




               Nf2      Nf1
                                Nf (log scale)
Miner’s Hypothesis
         yp


              T ,season ,...
                ,       ,
       nf
D=
       Nf
                     ∑ Di , j ,...
               i =1, j =1,..
                         ,

            D ≤1
ME Design
Traffic                Seasons
  P = Load               Annual
  a = Area               Daily
Pavement layers        Long-
                       Long-term
  Ei = Modulus           Asphalt aging
  ηi = Poisson’s ratio   Cracking
  ti = Thickness         …
Backcalculation
The process of
converting
        i
measured
pavement
deflections into
layer moduli
l         d li
How Backcalculation              1. Select
                   Works…                           Pavement layer /
                                                    FWD Sensor
                   100                              2. Use S d
                                                    2 U Seed
                                                    Value Initial
     ction, mils




                                                    deflection
            m




                    10
                                                    3. Select 2nd
                                                    modulus
Deflec




                    1                               2nd deflection
                                                    4. Use FWD
                   0.1                              deflection to
                     1,000      10,000      100,000 estimate
                             Modulus, psi
                             M d l      i           modulus
The Need for Seasons
Seasonal Changes
Frozen       Rapid drainage                      Refreezing
         Thawing               Slow recovery

                     Asphalt Surface and Base

                         Granular Subbase


                     Weather Affected Subgrade


                              Subgrade
Jan.                                                  Dec.
Seasonal Models
Modulus
      s




          J         A              J         O
                            Date


              Subbase   Seasonal Subgrade   Subgrade
Effect of Changing
         Season Lengths
Initial inputs
   7 days of Spring thaw
      Nf = 660 000 ESAL
            660,000 ESALs

Increase Spring-thaw from 7 to 28 days
         Spring-
  Nf = 490 000 ESALs
        490,000
     26.2% decrease in lifespan
Number of Days of Thaw
Seasonal Response Techniques
Calculate average annual response
  Detailed hourly calculations
     Representative year
     R           i
AASHTO Pavement Design Guide
                                    −2.32
              u f = 1.18 x10 xM R
                            8



               uf - Relative damage,
                             damage
               MR - Roadbed soil
               resilient modulus (psi)
Q: Which layers in the pavement
     change seasonally?
All of them
   dulus
 Mod




           J         A              J         O
                             Date


               Subbase   Seasonal Subgrade   Subgrade
Expanded Seasonal Pavement
      Moduli Models
FWD Testing Sites

                           Phase I
                           Ph

                           Phase II




Frost Depth > 1,100 mm
Frost Depth < 600 mm
Plasticity Index > 12
ME-
ME-PDG
Critical Variables
Traffic
  Need to account for overloads
Weather
  Daily changes
  Seasonality
Pavement structure & materials
  Thickness
  Quality of construction
Long-
Long-term changes
  All variables
M-E Design Guide
Questions
Q: What are the primary 2 failure
 modes for asphalt pavement?
Tensile strain in the surface
  Fatigue cracking
Compressive strain on the subgrade
C          i       i     h    b d
  Subgrade rutting
Q: When is a pavement the strongest?
  Winter
Q: When is a pavement the weakest?
 Spring thaw
Q: Backcalculation should be
   used on all pavements?
No
Thank You
                    David Orr
              Senior Engineer
Cornell L l R d P
C    ll Local Roads Program
         416 Riley-Robb Hall
              Riley-
            Ithaca, NY 14853
            Ithaca
                607-255-
                607-255-8033
           dpo3@cornell.edu
             p @
        www.clrp.cornell.edu

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Mechanistic Empirical Pavement Design

  • 1. Mechanistic- Mechanistic-Empirical Pavement Design P D i David P. Orr, PE Cornell Local Roads Program Co oc o ds og
  • 2. NYS 180 - LaFargeville
  • 3. NYS 180 - LaFargeville 800 AADT
  • 4. Q: How thick are the asphalt and gravel layers? NYS 180 - L F LaFargeville ill 800 AADT
  • 6. ME Pavement Design Why roads fail Pavement design methods Mechanistic- Mechanistic Empirical M h i i -E i i l pavement d i design The need for seasons ME- ME-PDG
  • 8. What is a road?
  • 9. Road Structure Surface Base Subbase S bb Subgrade
  • 10. Vehicle Loads Load Pavement Subgrade
  • 11. Pavement Deflection Load Pavement Subgrade
  • 12. Pavement Deflection Load T T Pavement C C C T Subgrade
  • 13.
  • 15. Pavement Fatigue 45° 90° 180°
  • 19. Pavement Design Methods Experience Catalog Empirical E ii l Mechanistic- Mechanistic-Empirical
  • 21. NYSDOT Comprehensive Pavement Design Manual Black or white – Asphalt or PCC Mr – Subgrade resilient modulus ESALs ESAL – 50 year design life d i lif
  • 22. AASHTO 1993 ⎡ ΔPSI ⎤ log10 ⎢ log10 W18 = ZR * So + 9.36* log10 (SN +1) − 0.20+ ⎣4.2 −1.5⎥ + 2.32* log M − 8.07 ⎦ 10 R 1094 0.40+ (SN +1)5.19
  • 23. Mechanistic- Mechanistic-Empirical (M-E) (M- Strain Base Fatigue Failure Criteria T T V
  • 24. Q: Which pavement design method do you use? Experience Catalog Empirical E ii l Mechanistic- Mechanistic-Empirical
  • 26. Critical Fatigue Concepts Determine failure mode mechanistic Select a failure criteria empirical Develop failure D l a f il model? d l?
  • 27. Fatigue Failure Criteria k2 ⎛ 1 ⎞ ⎛1⎞ k3 N f = k1 ⎜ ⎜ε ⎟ ⎜ ⎟ ⎟ ⎝E⎠ ⎝ cr ⎠ n(ε) ln ln(Nf)
  • 28. Locations of Critical Strains Load T T T T C C C C T C C T V
  • 29. Two Most Common Fatigue Failure Criteria Tensile strain in the surface (εt) cracking (ε Vertical strain on the subgrade (εv) rutting (ε
  • 30. 3.9492 ⎛ ⎛E⎞ 1.281 1 ⎞ N f surface (106 ) = ⎜ 0.00432 C ⎜ ⎟ ⎟ ⎜ ⎝ E' ⎠ εt ⎟ ⎝ ⎠ Asphalt Horizontal Tensile Strain Criteria 10,000 10 000 strain) train (micros Average Coefficients K = 220.3 a = 4.260 1,000 b = -0.85 (Asph. Inst.) E 435 100 E' = 435,100 psi Horizontal St H 100 100 1,000 10,000 100,000 1,000,000 10,000,000 100,000,000 Number f Repetitions N b of R titi Asphalt Inst. TRL - 1 Average NAASRA Shell Denmark DTU
  • 31. 3.902 ⎛ 1 ⎞ N f subgrade (10 ) = ⎜ 619.5 ⎜ 6 ⎟ ⎟ ⎝ εV ⎠ Subgrade Vertical Compressive Strain Criteria 10,000 ain) Vertical Strai (microstra 1,000 in Average Coefficients g V K = 619.5 a = 3.902 100 100 1,000 , 10,000 , 100,000 , 1,000,000 , , 10,000,000 , , 100,000,000 , , Number of Repetitions Denmark DTU Shell Average Nottingham Dorman & Metcalf TRL Asphalt Inst.
  • 32. 3.902 ⎛ 1 ⎞ N f subgrade (10 ) = ⎜ 619.5 6 ⎜ ⎟ ⎟ ⎝ εV ⎠ ~4 ⎛ 1 ⎞ N f subgrade (10 ) ∝ ⎜ 6 ⎜ε ⎟⎟ ⎝ V⎠ ~4 N f subgrade (car ) ⎛ ε V (truck ⎞ ∝⎜ ⎜ ε (car ) ⎟ ⎟ N f subgrade (truck ) ⎝ V ⎠
  • 33. Q: How many passes by a standard automobile are needed to equal the damage of one fully loaded 10-wheel 10- dump truck? 5,000- 5,000-10,000
  • 34. Elastic Layer Theory Forward Calculation P, a Θ E1,η1,t1 Traffic P = Load R E2,η2,t2 a = Area Pavement layers Stress σX,Y,Z Ei = Modulus E3,η3,t3 Strain εX Y Z X,Y,Z ηi = Poisson’s ratio Poisson s Disp. δX,Y,Z ti = Thickness E4,η4,∞
  • 35. Miner’s Hypothesis yp nf D = amount of f D= damage (%) Nf
  • 36. Simple Pavement Asphalt 8 inches 158,000 psi Subbase 12 inches 36,400 36 400 psi Upper Subgrade 30 inches 14,700 psi Lower Subgrade ∞ 13,300 psi
  • 37. 1.281 1⎞ 3.9492 ESAL Load N f surface (10 ) = ⎜ 0.00432 C ⎛ E ⎟ ⎜ ⎞ 6 ⎟ ⎜ ⎝ E' ⎠ ⎟ εt ⎠ 9,000 9 000 lbs ⎝ Asphalt Horizontal Tensile Strain Criteria 10,000 10 000 strain) train (micros Average Coefficients K = 220.3 a = 4.260 1,000 b = -0.85 (Asph. Inst.) E 435 100 E' = 435,100 psi Horizontal St H 100 100 1,000 10,000 100,000 1,000,000 10,000,000 100,000,000 Number f Repetitions N b of R titi Asphalt Inst. TRL - 1 Average NAASRA Shell Denmark DTU
  • 38. ESAL Loads ESAL Load Nf nf D= 9,000 lbs 9,420,000 Nf 5,000 AADT nf =4,710,000
  • 39. Single Load nf 4,710,000 D= = = 50% N f 9,420,000
  • 40. Miner’s Hypothesis yp n1 n2 ε D= + ≤1 (log scale)) N1 N 2 ε2 Load level 2 ε1 Load level 1 Nf2 Nf1 Nf (log scale)
  • 41. Miner’s Hypothesis yp T ,season ,... , , nf D= Nf ∑ Di , j ,... i =1, j =1,.. , D ≤1
  • 42. ME Design Traffic Seasons P = Load Annual a = Area Daily Pavement layers Long- Long-term Ei = Modulus Asphalt aging ηi = Poisson’s ratio Cracking ti = Thickness …
  • 43. Backcalculation The process of converting i measured pavement deflections into layer moduli l d li
  • 44. How Backcalculation 1. Select Works… Pavement layer / FWD Sensor 100 2. Use S d 2 U Seed Value Initial ction, mils deflection m 10 3. Select 2nd modulus Deflec 1 2nd deflection 4. Use FWD 0.1 deflection to 1,000 10,000 100,000 estimate Modulus, psi M d l i modulus
  • 45. The Need for Seasons
  • 46. Seasonal Changes Frozen Rapid drainage Refreezing Thawing Slow recovery Asphalt Surface and Base Granular Subbase Weather Affected Subgrade Subgrade Jan. Dec.
  • 47. Seasonal Models Modulus s J A J O Date Subbase Seasonal Subgrade Subgrade
  • 48. Effect of Changing Season Lengths Initial inputs 7 days of Spring thaw Nf = 660 000 ESAL 660,000 ESALs Increase Spring-thaw from 7 to 28 days Spring- Nf = 490 000 ESALs 490,000 26.2% decrease in lifespan
  • 49. Number of Days of Thaw
  • 50. Seasonal Response Techniques Calculate average annual response Detailed hourly calculations Representative year R i
  • 51. AASHTO Pavement Design Guide −2.32 u f = 1.18 x10 xM R 8 uf - Relative damage, damage MR - Roadbed soil resilient modulus (psi)
  • 52. Q: Which layers in the pavement change seasonally? All of them dulus Mod J A J O Date Subbase Seasonal Subgrade Subgrade
  • 53. Expanded Seasonal Pavement Moduli Models
  • 54. FWD Testing Sites Phase I Ph Phase II Frost Depth > 1,100 mm Frost Depth < 600 mm Plasticity Index > 12
  • 56. Critical Variables Traffic Need to account for overloads Weather Daily changes Seasonality Pavement structure & materials Thickness Quality of construction Long- Long-term changes All variables
  • 58.
  • 60. Q: What are the primary 2 failure modes for asphalt pavement? Tensile strain in the surface Fatigue cracking Compressive strain on the subgrade C i i h b d Subgrade rutting
  • 61. Q: When is a pavement the strongest? Winter
  • 62. Q: When is a pavement the weakest? Spring thaw
  • 63. Q: Backcalculation should be used on all pavements? No
  • 64. Thank You David Orr Senior Engineer Cornell L l R d P C ll Local Roads Program 416 Riley-Robb Hall Riley- Ithaca, NY 14853 Ithaca 607-255- 607-255-8033 dpo3@cornell.edu p @ www.clrp.cornell.edu