Practical Conclusions from ODOT Research Projects · 2019. 9. 17. · Rational Approach to Base...

Practical Conclusions from ODOT Research Projects

2008 Ohio Asphalt Paving Conference

ODOT Pavement Research

20 active research projects– Pavement Design– Pavement Rehabilitation– Pavement Management– Preventive Maintenance

Rational Approach to Base Type Selection

Truck/Pavement/Economic Modeling & In-Situ Field Data Analysis Application

FHWA/OH-2006/3ADrs. Sargand, Wu, & FigueroaOhio University


LOG-33-17.82


Section Density (pcf) Modulus (ksi)390101 116.8 11.69390102 124.6 20.37390103 119.8 15.69390104 119.7 16.85390105 117.6 15.54390106 123.4 17.88390107 121.3 16.76390108 117.4 18.95390109 119.7 11.51390110 118.0 12.95390111 121.3 18.08390112 121.9 13.82390159 118.9 5.77390160 123.1 18.63

Average 120.3 15.32Std. Dev. 2.4 3.87

CV 2% 25%


12

14

16

18

20

22

Moi

stur

e C

onte

nt (%

)

0 1 2 3 4 5 6 7Year

0.2

0.8

1.6

390108 4”PATB/8”DGAB


9" 36" 72"section base type

101 DGAB 18.7 19.3 20.9104 ATB 19.3 19.2 20.1108 PATB/DGAB 19.2 15.6 19.1110 ATB/PATB 19.8 19.1 20.2112 ATB/PATB 18.5 17.7 17.8

Depth below subgrade surfaceMedian Moisture Content (%)


Subgrade moisture is not necessary from the surfaceSubgrade density meets specification does not assure uniform subgrade strengthBase types do not affect subgrade moisture content


Purpose of base– Construction platform– Add protection against frost action– Increase load-supporting capacity of the pavement by

providing added stiffness– Distribute load– Provide drainage


304 IA NJ CE Cement AsphaltFine 206 873 2234 2654Median 1417 2277 3824 3703Coarse 5443 8210 7850 8720

25345 25061

Permeability (ft/day)


LOG-33 Free Draining Bases

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

900 950 1000 1050 1100 1150Station

Nor

mal

ized

df1

(mils

/kip

)

ATFDB CTFDB 307NJ 307IA 304


Free Draining Bases, LOG-33

0.000.501.001.502.002.503.003.504.004.505.00

1994 1995 1996 1997 1998 1999 2000 2001

Year

PSI

304307 IA307 NJATFDBCTFDB


PCR, LOG-33

0102030405060708090

100

1994 1998 1999 2000 2001

Year

PCR

304307 IA307 NJATFDBCTFDB


CTFDB had much higher MR than other basesNJ, IA, 304 about equalATFDB had the lowest MRRoughness – all sections generally similarPavement condition – all sections generally similar

– Decline in rating for ATFDB in 2001ATFDB cores showed evidence of some stripping of asphalt from aggregateMarch, 2001 moratorium on free draining bases.


Free Draining Bases, ERI/LOR-2

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

1992 1994 1996 1998 2000 2002 2004 2006Year

Ave

rage

Num

ber o

f Tra

nsve

rse

Cra

cks

per S

lab

304, 13'

CTFDB,13'307 typeIA, 13'307 typeNJ, 13'ATFDB,13'310, 13'

304,25'

CTFDB,25'307 typeIA, 25'307 typeNJ, 25'ATFDB,25'310, 25'

section overlaid

section overlaid


0

1

2

3

4

4 6 8 10 12Granular Base Thickness (in)

Def

lect

ion

D0

(mm

/9 k

ips)

Average

Maximum

Minimum


0

0.25

0.5

0.75

1

D0

on A

TB (m

m)

0 0.5 1 1.5 2 2.5D0 on Base or Subgrade (mm)

ATB100

ATB200

ATB300


-0.5

0

0.5

1

1.5

2

2.5

Def

lect

ion

Red

uctio

n (m

m)

0 0.5 1 1.5 2 2.5 3 3.5Underneath (D0 in mm)

on SG

on GB


GB > 200mm (8”) increase subgrade stiffness and uniformityThicker GB increase both stiffness and uniformityATB of 200mm (8”) thick is much more uniform than 100 mm (4”)


Summary1. Base type has little impact on subgrade moisture

and initial pavement performance2. Choice of base type depends chiefly on three

requirements– appropriate stiffness– sufficient permeability– good constructability


Recommendations– For uniformly weak or highly variable subgrades,

bases with high stiffness or very thick granular base is recommended. Soil stabilization may be used to improve subgrade stiffness.

– For strong, uniform subgrades, granular base and ATB are suitable choices


Technical Notes Published– Evaluation of Base Materials under Flexible

Pavement (ORITE-8)LOG 33

– Pavement Design Feature Effects on SubgradeVolumetric Moisture Content (ORITE-9)

DEL 23

Fractured Slab Techniques – Break & Seat

Effectiveness of Breaking and Seating of Reinforced PCC Pavementbefore Overlay FHWA/OH-95/023

Long Term Monitoring of Broken and Seated Pavement FHWA/OH-2002/024Drs. Minkarah and ArudiUniversity of Cincinnati

Investigation of Pavement Cracking on SR4 and Demonstration of the Multihead Breaker in Fracturing Reinforced Concrete Pavement before Asphalt Overlay FHWA/OH-2006/12Dr. ArudiInframe

FHWA Special Project 202


Major rehabilitation technique for jointed reinforced concrete pavement– break pavement into small slabs (18”)– retards reflective cracking

1992 moratorium on break & seat– non uniform break pattern– partial debonding of steel


Special Project 202– MUS-70

control, 6” pattern, 18” pattern, 30” patternguillotine pavement breaker7” asphalt overlay on all sectionsconstructed in 1991


University of Cincinnati & Inframe studies– FAY/MAD-71

control, 18” break patternguillotine pavement breaker8 ½” asphalt overlay on all sectionsconstructed in 1992

– GRE/MOT-4control, 18” break patternpile hammer pavement breaker6 ½ “ asphalt overly on all sectionconstructed in 1993


Special Project 202, Transverse Cracking

0%

20%

40%

60%

80%

100%

120%

Aug-91Dec

-91Apr-9

2Aug-92Dec

-92Apr-9

3Aug-93Dec

-93Apr-9

4Aug-94Dec

-94Apr-9

5Aug-95Dec

-95Apr-9

6Aug-96Dec

-96Apr-9

7Aug-97

Date

% o

f Joi

nts

& W

orki

ng C

rack

s

Control

6" Pattern

18" Pattern

30" Pattern


Special Project 202, High Severity Cracking

0%

5%

10%

15%

20%

25%

30%

35%

40%

45%

50%

Aug-91Dec

-91Apr-9

2Aug-92Dec

-92Apr-9

3Aug-93Dec

-93Apr-9

4Aug-94Dec

-94Apr-9

5Aug-95Dec

-95Apr-9

6Aug-96Dec

-96Apr-9

7Aug-97

Date

% o

f Joi

nts

and

Wor

king

Cra

cks Control

6" Pattern18" Pattern30" Pattern


Reflective Cracking: I-71 & SR 4

0%

20%

40%

60%

80%

100%

120%

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.

Age (years)

% J

oint

s/R

epai

rs R

efle

cted

I-71 SB Control I-71 SB B&S

SR-4 NB Control SR-4 NB B&S

SR-4 SB Control SR-4 SB B&S

section rehabilitated

section rehabilitated


4’

120’

18”

4’

120’

18”


MHB and Pile Hammer do not produce a uniform breaking pattern throughout the depth of concrete slabConsiderable variability exists in the extent of breakingSteel debonding is not consistentAfter 11 years being in service, most of the joints on SR-4 B/S sections reflected; however, their severity is NOT as extensive as that of control sections


Rehabilitation Performance Trends

50

55

60

65

70

75

80

85

90

95

100

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Age (years)

PCR

Log.(UBCO)

Log.(NewRigid)

Log.(B&S /C&S)

Log.(R&R)

Log.(Rep &OL)

Log.(NewFlex)


Not recommended as a major rehabilitation for JRCP in OhioNot recommended for high type routes Viable for minor rehabilitationGuillotine hammer is not recommended for breaking the pavementA minimum overlay thickness of 6” is recommended

Perpetual Pavement

Perpetual Pavement

Test Section, 664+00

West End Tie In

Perpetual Pavement

Weather Station & WIM Test Section, 876+60

McQuaid Road Overpass

Perpetual Pavement

Maximum Tensile Strain for Fatigue CrackTensile Strain < 70 me

Surface: High Performance Base: Economical & Durable Fatigue Resistant Layer

Design Input: Material’s Properties

SMA E = 500,000 psi PR = 0.35 19 mm SUPERPAVE E = 500,000 psi PR = 0.35

Intermediate (302) E = 500,000 psi PR = 0.35

Fatigue Resistant Layer (302) E = 500,000 psi PR = 0.35

Aggregate Base (304) E = 20,000 psi PR = 0.40

Subgrade CBR = 4, 5, and 6 PR = 0.45

Perpetual Pavement

(304) Aggregate Base6

94-9764-223.0(302) Special Fatigue Resistant Base Layer

4

93-9664-224.5(302) Asphalt Concrete

Base

9

93-9776-22M4.0(442) Asphalt Concrete

Inter. Course, 19mm Type A

1.75

93-9776-22M3.5(443) Stone Matrix Asphalt Concr, 12.5mm

1.50

Target Density (%)

PG BinderDesign Air Voids (%)

MaterialThickness

(inches)

(304) Aggregate Base6

94-9764-223.0(302) Special Fatigue Resistant Base Layer

4

93-9664-224.5(302) Asphalt Concrete

Base

9

93-9776-22M4.0(442) Asphalt Concrete

Inter. Course, 19mm Type A

1.75

93-9776-22M3.5(443) Stone Matrix Asphalt Concr, 12.5mm

1.50

Target Density (%)

PG BinderDesign Air Voids (%)

MaterialThickness

(inches)

Perpetual Pavement

5 mph Test: ODOT 28.2 Kip Single Axle Truck, December, 2005

-10

-505

101520

2530

35

3 5 7 9 11

Time (sec)

Stra

in (u

e)

Longitudinal Strain

Perpetual Pavement

Longitudinal Strain in Fatigue Resistance Layer -- Single Axle 20.5 kip 25 mph- AC 876A - Run 3 07/18/2006

-20

-10

0

10

20

30

40

50

60

70

3.6 3.8 4.0 4.2 4.4 4.6 4.8 5.0 5.2 5.4 5.6

Time (sec)

Stra

in (µ

e)

DYN-005DYN-006DYN-008

Perpetual Pavement

Longitudinal Strain in Fatigue Resistance Layer -- Single Axle 20.5 kip 25 mph- AC 876B - Run 3 07/18/2006

-40

-20

0

20

40

60

80

2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4 4.6 4.8Time (sec)

Stra

in (µ

e)

DYN-009DYN-013DYN-015DYN-016

Perpetual Pavement

Perpetual Pavement

0

250

500

750

1000

1 2 3 4 5 6 7 8 9 10 11 12

Cores Taken from Sites with NO Segregation

Res

ilien

t Mod

ulus

(ksi

) 500 ksi used in Design

Perpetual Pavement

0

250

500

750

1000

1 2 3 4 5 6 7 8 9 10

Cores from WAY-30 Segregated Section

Res

ilien

t Mod

ulus

(ksi

)

Perpetual Pavement

0

50

100

150

200

4" Cores from WAY-30 Segregated Section

Indi

rect

Ten

sile

Stre

ngth

(psi

)

Fine Mix Coarse Mix

Perpetual Pavement

Perpetual Pavement

57

342

0

100

200

300

400

Complete Pavement FRL only

Tens

ile S

train

at t

he B

otto

m(m

icro

stra

in)

Perpetual Pavement

Typical Fatigue (S-N) Diagram

1.E+01

1.E+02

1.E+03

1.E+03 1.E+04 1.E+05 1.E+06 1.E+07 1.E+08 1.E+09 1.E+10

Number of Cycles to Failure

Fatig

ue S

train

( m

icro

stra

in)

Un-CUn-IUn-FSBS-CSBS-ISBS-F

34 kip on complete pavement

34 kip on FRL

Fatigue Limit

Research Reports

http://www.dot.state.oh.us/research/default.asp

[email protected]

http://www.dot.state.oh.us/research/default.asp

mailto:[email protected]

Practical Conclusions from ODOT Research Projects · 2019. 9. 17. · Rational Approach to Base...

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