Leah Nehl

Task 5

The objective of this task is to develop a testing procedure to address material properties needed to support practical pavement design. The focus will be on developing standard test methods to be used specifically for AASHTO related pavement designs.

The FDR process produces a layer that will be modeled as a base course within the structure of a flexible pavement.

Depending on the FDR process selected, the base course layer can be classified as one of the following types:

UnstabilizedStabilized FDR with Portland CementStabilized FDR with Fly AshStabilized FDR with Asphalt EmulsionStabilized FDR with Asphalt Emulsion + LimeStabilized FDR with Foamed Asphalt + Portland Cement

Development of Standard Laboratory Testing MethodDevelopment of Standard Laboratory Testing Method

FDR Source

Gradation FDR Type

Unstabilized Stabilized with PC

(Optimum %)

Stabilized with Fly Ash (Optimum

%)

Stabilized with Asphalt

Emulsion (Optimum %)

Stabilized with Asphalt

Emulsion (Optimum %)

+ Lime

Stabilized with Foamed Asphalt (Optimum %)

+ PC

Poor

Dirty

- Resilient Modulus- CBR

-Compressive Strength-Modulus of Rupture

-Compressive Strength-Modulus of Rupture

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

Clean

- Resilient Modulus- CBR

-Compressive Strength-Modulus of Rupture

-Compressive Strength-Modulus of Rupture

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

Good

Dirty

-Resilient Modulus- CBR

-Compressive Strength-Modulus of Rupture

-Compressive StrengthModulus of Rupture

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

Clean

-Resilient Modulus- CBR

-Compressive Strength-Modulus of Rupture

-Compressive Strength-Modulus of Rupture

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

- E* Master Curve-Repeated Load Triaxial

Tests with unstabilized FDR will use the results of Task 4, thus will not be performed.

5 levels of stabilizer (PC, Fly Ash, Emulsion, Emulsion + Lime, Foamed Asphalt + PC)

Lime content for Emulsion + Lime stabilizer is constant: 1.0 %

PC content for Foamed Asphalt + PC stabilizer: Optimum %

Poor Dirty Poor Clean

Good Dirty Good Clean

All four types of material will be combined with rap. Tests will be run on samples consisting of 25, 50, and 75 percent rap.

Foamed Asphalt MachineFoamed Asphalt Machine

SPT MachineSPT MachineResilient ModulusDynamic ModulusE* Master CurveRepeated Load Triaxial

Frequency (Hz)

Dynamic Modulus (kPa)

Phase Angle (Deg)

Average Temp. (C)

Average Conf. Press. (kPa)

Load Drift (%)

Deformation Drift (%)

Std. Error for Load

(%)

Std. Error for Deforms

(%)

Uniformity Coef. For

Deforms (%)

Uniformity Coef. For

Phase Angles (Deg)

25 2448734 26.3 36.9 0 1.02 12.75 8.43 7.23 9.88 0

10 1742475 26.73 36.8 0 -2.9 1.08 19.27 14.3 10.4 0.37

5 1504835 25.33 36.6 0 -0.04 5.9 8.86 6.84 9.62 0.47

1 963524.6 23.19 36.5 0 -1.89 11.64 10.4 8 7.72 0.86

0.5 812014.9 21.97 36.5 0 -2.07 15.17 9.92 8.28 6.07 0.66

0.1 592362.4 18.04 36.4 0 -3.91 2.94 4.18 5.32 4.93 0.34

Date:9/9/200

8Specimen Gauge Length (mm): 70Specimen Dia. (mm): 100Specimen Height. (mm): 150Cross Sec. Area (mm2) 7853.98Test Temp (C): 36.4Conf. Pres. (kPa): 0

AASHTO’s standard test method TP 62-07 specifies that this test should be run at five different temperatures -10°C, 4°C, 21°C, 37°C, and 54°C. -10°C will be omitted from the testing procedure.

Gyratory CompactorGyratory Compactor

Compressive StrengthCBRModulus of Rupture

Questions?