Full-scale Reflective Cracking Test Update

Presented to: FAA Airport Pavement Working Group Meeting

By: Hao Yin, Ph.D., P.E. Gemini Technologies, Inc.

Date: April 24, 2012

Acknowledgement

FAA

• Dr. Satish Agrawal

• Dr. Gordon Hayhoe

• Donald Babargallo

• Ryan Rutter

• Frank Petch

• Murphy Flynn

SRA

• Chuck Teubert

• Jerry Connelly

• Renaldo Aponte

• Jeff Stein

• Gupta Durgesh

• David Traverzo

• Pochtar Daniel

• Bing Xiao

• Henry Fermin

RMD

• Roy McQueen

• Christopher Deker

Generate information from full-scale tests

(NAPTF) to assist in the improvement of

current design procedures for AC overlay

on rigid airport pavements.

Objective

Evaluate the initiation and propagation

of bottom-up reflection cracks due to

temperature effect acting alone

(thermally induced fatigue), assuming

intact PCC slabs.

Scope

Nunn, M., 1st RILEM 1989

1. Pavement Temperature: T=32oF, T=17oF

Key Parameters

0123456789

1011121314151617

-10 0 10 20 30

Temperature, oF

Dep

th, i

n

0:00 1:00

2:00 3:00

4:00 5:00

6:00 7:00

8:00 9:00

10:00 11:00

12:00 13:00

14:00 15:00

16:00 17:00

18:00 19:00

20:00 21:00

22:00 23:00

AC

PCC

0

5

10

15

20

25

30

35

40

45

Month

Max

Dai

ly A

ir T

emp

Dif

f,

o F

Fairbanks, AK

Scottsbluff, NE

Dulles, DC

Elkins, WV

Rapid City, SD

Concord, NH

Burns, OR

Augusta, GA

Roswell, NM

Bishop, CA

2. Horizontal Displacement at Joint: 15 mils

Key Parameters

3. Loading Rate ?

4. AC-PCC Interface Bond ?

Key Parameters

Progress Since 2011

• Laboratory tests

• Construction, instrumentation, and data collection

• Temperature Effect Simulation System (TESS) tune-up and

enhancements

• Trial test

Texas Overlay Tester

Temp: 32 oF

Max Hori Dip: 15 mils

Loading Rate: 0.25, 0.50, 1.0 mil/sec

Determination of Loading Rate

Overlay Tester Results

0.05

Interface Bond Experiment

steel rake heavy broomStraight Asphalt

Emulsion

Bond Strength Test

Temp: 32 oF

Loading Rate: 0.05 mil/sec

Bond Strength Test

PG 64-22 Straight Asphalt and Heavy Broom

Bond Strength Test

Temperature Unit Re-design

P-401 (PG 64-22)

Subgrade

P-209 (Dense Graded Aggregate)

P-501

5”

12”

P-501 8”

6”

Pavement Construction

Pavement Construction

Pavement Construction

Pavement Construction

Instrumentation Layout

ASG/CSG

T

ASG/CSG

ASG/CSG ASG/CSG

ASG/CSG ASG/CSG

1.5’

1.5’T T T

T

T

T

12.0’

L

L

L

L

L

L

North

South

Surface SG

Data Collection

Mishap Before Overlay

South

North

N S

E

W

Force,

92,000 lb

Force

-85,000 lb

Mishap After Overlay

-46 mil56 mil

Ten Com

N S

E

W

TenCom

Mishap After Overlay

Mishap After Overlay

Crack Arrester

Trial Test

• Feb 27 – March 15

• AC/PCC interface temperature: 32oF

• Max Hori Dis: 0.015 in

• 600 sec per cycle

• 144 cycles per day

• Total of 2641 cycles

Hydraulic Control

Hydraulic Control – Cont.

Hori Dis Along Joint

North South

Pavement Temperature

Crack Development36 Cycles

Crack Development180 Cycles

Crack initiation

Dynamic Modulus

430,000

Temperature: 14oF

Loading Rate: 8 mil/sec (0.5 in/min)

Tensile Strength Lab = 500 psi

Buttlar et al. 2011

Tensile Strength Field = 200 psi

Tensile Strength: Field vs. Lab

Crack Development280 Cycles

Actuator Force

Crack Development2641 Cycles

17” 37.5”

Surface SG Response

Surface SG Response

Surface SG Response

Embedded SG Response

Future Activities

• Experiment instrumentation

• Mill existing AC and overlay

• Full-scale test

• Laboratory tests• Fracture energy of AC

• Creep compliance of AC

• Tensile strength of AC

• Thermal Coefficient of PCC

Image Recording - North

Image Recording - South