**Student Laboratory Manual**

**Table of Contents**

Requirements for Laboratory Reports 1

Sample Laboratory Assignment 2

Laboratory Tests 3

Week 1 Directions and Data Sheets (Aggregate Testing) Week 1 - 1

Week 2 Directions and Data Sheets (Binder Testing, Mixing and Compacting

Asphalt Concrete Week 2 - 1

Week 3 Directions and Data Sheets (Testing of Asphalt Concrete) Week 3 -
1

Sample Laboratory Report A - 1

**LABORATORY REPORT FORMATS AND GRADING**

**Purpose:** To acquaint the student with technical report preparation,
data analysis and interpretation, and presentation of technical
information.

**Grading:** The following items will be considered:

1\. Technical accuracy and honesty

2\. Format

3\. Grammar

4\. Spelling

5\. Neatness

6\. Completeness

7\. Timeliness

**Report format:** The following format is required. The justification
for having a fixed format is that your employer or client will most
likely have a specific order in which they want the information
presented. The following format includes the most commonly included
components in technical reports and papers. All data is to be reported
in SI units.

Cover letter

> Client tracking references, internal tracking references, project
> location, work required, any limitations, summary of results if
> applicable.

Title page

Name of project, client, your company name, your name, title, and date
of submission

Table of contents

List of tables and figures

Introduction

> Include all information in cover letter and expand somewhat; why
> testing was done, etc. (Who, what, why, where, when)

Description of testing program and methods

Reference any standard test methods

Summarize steps in test method

Include options used and any exceptions to standard test methods

Materials

Type of material, source (if known), sampling location, date, by whom

Test results and discussion

Text

> Discuss results; reference all tables and figures; compare to
> acceptable values, ranges, etc.,; if results are unacceptable, say so.

Tables

Present individual test results as well as any applicable averages

Graphs

Use industry standard formats where possible

Conclusions and recommendations

> Summarize findings; if materials are substandard, recommend materials
> be rejected; if you feel more testing is needed, say so.

References

No. in order as used in text; example of format to use in text: (1)

Appendices

Raw data sheets

Sample calculations

*Gardiner Construction*

*207 Harbert*

*Auburn, Alabama 36849*

April 14, 1998

Any Engineering Company

1000 Engineering Drive

Somewhere, Alabama 00012

To Whom it May Concern:

Our company has just opened a new aggregate pit Auburn, Alabama and plan
on supplying aggregates for asphalt concrete paving operations. Prior to
marketing our materials, we need to have the following information about
our product:

Gradations for each stockpile

Specific gravities and absorption capacities

We are supplying your laboratory with one sample from each of our two
stockpiles. Both aggregates are a crushed limestone. The coarse
aggregate stockpile is designated C1-98 and the fine aggregate stockpile
as F1-98. Please provide an assessment as to whether our product is
suitable for the market we intend to target. If you have any questions,
please feel free to contact me at the above address.

Sincerely,

Dr. Gardiner

**Week 1**

**Directions and Data Sheets**

***Aggregate Testing***

**AASHTO T11-91 Materials Finer than 75-μm (No. 200) Sieve in Mineral
Aggregates by Washing**

***Steps:***

1.  Record dry mass of aggregate on sieve analysis data sheet.

2.  Stack sieves with No. 200 on bottom and place in sink

3.  Put aggregate in bucket and enough water to cover aggregate

4.  Agitate sample so that fine material is washed off of aggregate
    surface

5.  Immediately pour water with suspended fine material over sieves

6.  Repeat until water is reasonably clean after agitation

7.  Empty aggregate from bucket into pan

8.  Wash any material retained on each sieve into pan

9.  Place pan in oven and dry overnight. Record dry mass in appropriate
    spot on sieve analysis data sheet.

10. Use dry, washed aggregate for next test.

**AASHTO T 27-93 Sieve Analysis of Fine and Coarse Aggregate**

*Steps:*

1.  Clean, tare (record), and stack sieves with the largest on top and
    the smallest on the bottom.

2.  Pour oven dry aggregate from T11-91 into top of sieve stack, place
    lid on stack, and position in the mechanical shaker.

3.  Start shaker and run for 10 minutes.

4.  After equipment stops shaking, take stack out, separate sieves and
    obtain the mass of both the sieve and the aggregate retained on each
    one. Record each measurement.

5.  Clean and re-stack sieves.

**ASTM D4791-95 Flat Particles, Elongated particle, or Flat and
Elongated Particles in Coarse Aggregate**

***Steps:***

1.  Select an aggregate and set end of calipers farthest away from pivot
    point to longest dimension.

2.  Without moving the calipers, remove aggregate and try to fit
    narrowest dimension in caliper opening at the other end

3.  If aggregate fits in second opening, put it in the flat and
    elongated pile.

4.  If aggregate does not fit in second opening, put it in another pile.

5.  At the end, record number of particles in each pile. Record.

**ASTM D 5821 Determining the Percentage of Fractured Particles in
Coarse Aggregate**

***Steps:***

1.  Spread aggregate on clean flat surface

2.  If an aggregate face has at least one fractured face at least the
    width of the maximum cross sectional area, put it in the "fractured
    face" pile.

3.  Create a second pile of aggregates which do not meet this criteria.

4.  Determine the number of particles in each pile. Record numbers.

5.  Recombine sample and repeat to determine percentage with two or more
    fractured faces.

**AASHTO T 304 Uncompacted Void Content of Fine Aggregate (Method A)**

***Steps:***

1.  Wash and dry about 1,500 grams of fine aggregate.

2.  Sieve aggregate into individual fractions and recombine to meet
    standard gradation.

3.  Determine the mass of the cylinder. Record on data sheet.

> 4\. Place cylinder under funnel.
>
> 5\. Place finger over bottom of funnel.

6.  Pour aggregate into top of funnel.

7.  Remove finger and let aggregate flow into cylinder.

8.  Use spatula to strike off excess aggregate on top of cylinder. Take
    care not to bump or vibrate cylinder.

9.  Brush off excess aggregate on cylinder.

10. Determine the mass of the aggregate and the cylinder. Record on data
    sheet.

11. After test is complete, save material in ziplock bag. It can be used
    again for other labs to save preparation time.

**ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate**

***Steps:***

1.  Obtain a small amount of material passing the 4.75 mm sieve.

2.  Dampen the material slightly to prevent loss of the very fine
    material.

3.  Place on flat surface, heap into small pile and use 3 oz container
    to obtain sample.

4.  Put funnel on top of graduated cylinder and pour aggregate sample
    into cylinder.

5.  Push irrigating rod into aggregate sample and open hose clamp. Fill
    cylinder to near the top of the cylinder.

6.  Remove irrigating rod. Stopper and shake cylinder.

7.  Let sit for 20 minutes. Then insert rod and determine sand and clay
    reading. Record values.

**AASHTO T 84-95 Specific Gravity and Absorption of Fine Aggregates**

***Steps:***

1.  Dry fine aggregate. Cool, and place about 1,000 g in ziplock bag.

2.  Add about 6% water and seal bag. Store for 24 hours.

3.  Empty damp aggregate onto cookie sheet and spread out.

4.  Use hair drier to help dry aggregate to saturated surface dry (SSD).

5.  Use pan turner to continually move aggregate around so that it dries
    uniformly.

6.  When aggregate approaches SSD, clear a space on cookie sheet, place
    metal cone in center and loosely fill with aggregate.

7.  Lightly tamp aggregate with 25 light drop starting about 0.5 mm (0.2
    inches) above the surface each time.

8.  Firmly hold cone and brush aggregate away from base.

9.  Lift mold vertically. At least a portion of the aggregate won't be
    able to hold its shape at SSD.

10. Repeat steps 2 through 7 until SSD condition is reached.

11. Partially fill flask (pycnometer) with water and add 500 ± 10 g of
    SSD aggregate. Record mass of SSD aggregate used.

12. Fill flask with additional water until about 90% full. Roll and
    gently agitate to eliminate all air bubbles. The tip of a paper
    towel can be used to disperse foam.

13. Bring the water level in the flask up to the volumetric mark.
    Determine and record mass of flask, water, and aggregate.

14. Tare pan, record mass, and empty aggregate and water into pan. Use
    wash bottle to rinse flask into pan.

15. Label pan and place in oven to dry overnight.

16. Next morning, remove pans from oven, cool to room temperature and
    determine the mass of the pan and aggregate.

**AASHTO T 85-91 Specific Gravity and Absorption of Coarse Aggregate**

***Steps:***

1.  Dry a sample of coarse aggregate. Obtain the appropriate sample size
    for the nominal maximum aggregate size.

2.  Wash and soak under water for 24 hours.

3.  Determine mass of basket under water. Record.

4.  Pour excess water off of aggregate.

> 5\. Empty aggregate onto pre-dampened towel.
>
> 6\. Dry aggregate until surface is uniformly dull (no free water).
> Take care to keep aggregate not being dried covered with sides of
> towel.

7.  Empty aggregate into wire basket and determine mass of aggregate at
    SSD. Record mass.

8.  Hang basket under water and determine mass under water. Record.

9.  Remove basket from water. Tare pan, record mass, and empty aggregate
    into pan. Take care not to lose any material. Dry overnight.

10. Next morning: Remove pans from oven, cool to room temperature,
    determine dry mass of pan and aggregate.

**Sieve Analysis for Fine and Coarse Aggregates**

**and**

**Materials Finer than 0.075 mm by Washing**

(AASHTO T 11-91 and T 27-93)

Sample:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

+--------+------+--------+----------+-----------+-----------+---------+
| Sieve  | Col  | Col 2  | Col 3    | Col 4     | Col 5     |         |
| Size   | 1    |        |          |           |           |         |
|        |      |        |          |           |           |         |
| mm     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
|        | S    | Mass   | Mass     | C         | C         | Cum     |
|        | ieve | of     | Retained | umulative | umulative | ulative |
|        | Tare | Sieve  |          | Mass      | Percent   | Percent |
|        |      | and    | (Col 2 - | Retained  | Retained  | Passing |
|        | g    | Agg    | Col 1)   |           |           |         |
|        | rams | regate |          | (Σ of     | (Col 4 /  | (100 -  |
|        |      |        | grams    | co        | A \* 100) | Col 5)  |
|        |      | grams  |          | nsecutive |           |         |
|        |      |        |          | rows in   | \%        | \%      |
|        |      |        |          | Col 3)    |           |         |
|        |      |        |          |           |           |         |
|        |      |        |          | grams     |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 37.5   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 25     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 19     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 12.5   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 9.5    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 4.75   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 2.36   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 1.18   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.6    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.3    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.15   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.075  |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| Minus  |      |        |          |           |           |         |
| 0.075  |      |        |          |           |           |         |
|        |      |        |          |           |           |         |
| (Pan + |      |        |          |           |           |         |
| C)     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| TOTAL  |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+

\(A\) Mass of original sample
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

\(B\) Mass after washing \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

\(C\) Wash loss \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

**Sieve Analysis for Fine and Coarse Aggregates**

**and**

**Materials Finer than 0.075 mm by Washing**

(AASHTO T 11-91 and T 27-93)

Sample:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

+--------+------+--------+----------+-----------+-----------+---------+
| Sieve  | Col  | Col 2  | Col 3    | Col 4     | Col 5     |         |
| Size   | 1    |        |          |           |           |         |
|        |      |        |          |           |           |         |
| mm     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
|        | S    | Mass   | Mass     | C         | C         | Cum     |
|        | ieve | of     | Retained | umulative | umulative | ulative |
|        | Tare | Sieve  |          | Mass      | Percent   | Percent |
|        |      | and    | (Col 2 - | Retained  | Retained  | Passing |
|        | g    | Agg    | Col 1)   |           |           |         |
|        | rams | regate |          | (Σ of     | (Col 4 /  | (100 -  |
|        |      |        | grams    | co        | A \* 100) | Col 5)  |
|        |      | grams  |          | nsecutive |           |         |
|        |      |        |          | rows in   | \%        | \%      |
|        |      |        |          | Col 3)    |           |         |
|        |      |        |          |           |           |         |
|        |      |        |          | grams     |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 37.5   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 25     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 19     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 12.5   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 9.5    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 4.75   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 2.36   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 1.18   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.6    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.3    |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.15   |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| 0.075  |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| Minus  |      |        |          |           |           |         |
| 0.075  |      |        |          |           |           |         |
|        |      |        |          |           |           |         |
| (Pan + |      |        |          |           |           |         |
| C)     |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+
| TOTAL  |      |        |          |           |           |         |
+--------+------+--------+----------+-----------+-----------+---------+

\(A\) Mass of original sample
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

\(B\) Mass after washing \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

\(C\) Wash loss \_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_grams

**Fractured Face Count of Coarse Aggregate**

(ASTM D5821)

<table style="width:100%;">
<colgroup>
<col style="width: 8%" />
<col style="width: 9%" />
<col style="width: 8%" />
<col style="width: 7%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="4"><p>Sieve Size</p>
<p>mm</p></td>
<td rowspan="2">% Ret. On each Sieve</td>
<td rowspan="2"><p>Sample</p>
<p>Mass</p>
<p>grams</p></td>
<td colspan="3"><p>Mass of Aggregates with Counted Fractured Faces</p>
<p>grams</p></td>
<td colspan="3">Ratio of Fractured Faces by Mass of Sample</td>
<td colspan="3">% Fractured Faces per Sieve</td>
</tr>
<tr class="even">
<td>None</td>
<td>1</td>
<td>&gt;2</td>
<td>None</td>
<td>1</td>
<td>&gt;2</td>
<td>None</td>
<td>1</td>
<td>&gt;2</td>
</tr>
<tr class="odd">
<td rowspan="2">Col 1</td>
<td rowspan="2">Col 2</td>
<td rowspan="2">Col 3</td>
<td rowspan="2">Col 4</td>
<td rowspan="2">Col 5</td>
<td>Col 6</td>
<td>Col 7</td>
<td>Col 8</td>
<td>Col 9</td>
<td>Col 10</td>
<td>Col 11</td>
</tr>
<tr class="even">
<td><p><u>Col 3</u></p>
<p>Col 2</p></td>
<td><p><u>Col 4</u></p>
<p>Col 2</p></td>
<td><p><u>Col 5</u></p>
<p>Col 2</p></td>
<td>Col 1* Col 6</td>
<td>Col 1 * Col 7</td>
<td>Col 1 * Col 8</td>
</tr>
<tr class="odd">
<td>37.5</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="even">
<td>25</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="odd">
<td>19</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="even">
<td>12.5</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="odd">
<td>9.5</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="even">
<td>4.75</td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
<td></td>
</tr>
<tr class="odd">
<td colspan="9"><p>Total Fractured Face Percentage of Aggregate
Blend</p>
<p>(Sum of Columns)</p></td>
<td></td>
<td></td>
<td></td>
</tr>
</tbody>
</table>

**Flat and Elongated Particles in Coarse Aggregate**

(ASTM D4791)

Ratio Used for Testing (Circle One): 2:1 3:1 5:1

  --------------------------------------------- -------------------------
  Sample No.                                    Results

  Total Mass, grams                             

  Flat and Elongated Mass, grams                

  \% Flat and Elongated                         
  --------------------------------------------- -------------------------

**Uncompacted Voids in Fine Aggregate**

(AASHTO T 304)

+------------------------------------+---------------------------------+
| Item                               | Results                         |
+------------------------------------+---------------------------------+
| \(A\) Mass of Cylinder, grams      |                                 |
+------------------------------------+---------------------------------+
| \(B\) Mass of Cylinder and Sample, |                                 |
| grams                              |                                 |
+------------------------------------+---------------------------------+
| \(C\) Mass of Sample, grams =      |                                 |
| (B-C)                              |                                 |
+------------------------------------+---------------------------------+
| \(D\) Specific Gravity of Sample   |                                 |
+------------------------------------+---------------------------------+
| \(E\) Volume of Cylinder, cm^3^    |                                 |
+------------------------------------+---------------------------------+
| Uncompacted Voids                  |                                 |
|                                    |                                 |
| \% = {\[(E - © / D)\] / E} \* 100  |                                 |
+------------------------------------+---------------------------------+

**Sand Equivalent**

(AASHTO T 176)

  ----------------------------------- -----------------------------------
  Readings and Calculations           Results

  \(A\) Clay Reading                  

  \(B\) Sand Reading                  

  Sand Equivalent = (B \* 100) / A    
  ----------------------------------- -----------------------------------

**Specific Gravity of Coarse Aggregate**

(AASHTO T 85-91)

+-----------------------------------+-----------------------------------+
| Item                              | Results                           |
+-----------------------------------+-----------------------------------+
| \(A\) Mass of oven dry aggregate, |                                   |
| grams                             |                                   |
+-----------------------------------+-----------------------------------+
| \(B\) Mass of saturated surface   |                                   |
| dry aggregate, grams              |                                   |
+-----------------------------------+-----------------------------------+
| \(C\) Mass of aggregate under     |                                   |
| water, grams                      |                                   |
+-----------------------------------+-----------------------------------+
| Bulk specific gravity             |                                   |
|                                   |                                   |
| G~sb~ = A / (A - C)               |                                   |
+-----------------------------------+-----------------------------------+
| Bulk specific gravity saturated   |                                   |
| surface dry                       |                                   |
|                                   |                                   |
| G~ssd~ = B / (B - C)              |                                   |
+-----------------------------------+-----------------------------------+
| Apparent specific gravity         |                                   |
|                                   |                                   |
| G~a~ = A / (A - C)                |                                   |
+-----------------------------------+-----------------------------------+
| Absorption, % = (B - A) / A       |                                   |
+-----------------------------------+-----------------------------------+

**Specific Gravity of Fine Aggregate**

(AASHTO T 84-95)

+-----------------------------------+-----------------------------------+
| Item                              | Results                           |
+-----------------------------------+-----------------------------------+
| \(A\) Mass of oven dry aggregate, |                                   |
| grams                             |                                   |
+-----------------------------------+-----------------------------------+
| \(S\) Mass of saturated surface   |                                   |
| dry aggregate, grams              |                                   |
+-----------------------------------+-----------------------------------+
| \(B\) Mass of pycnometer filled   |                                   |
| with water, grams                 |                                   |
+-----------------------------------+-----------------------------------+
| \(C\) Mass of pycnometer with     |                                   |
| aggregate, and water to           |                                   |
| calibration mark, grams           |                                   |
+-----------------------------------+-----------------------------------+
| Bulk specific gravity             |                                   |
|                                   |                                   |
| G~sb~ = A / (B + S - C)           |                                   |
+-----------------------------------+-----------------------------------+
| Bulk specific gravity saturated   |                                   |
| surface dry                       |                                   |
|                                   |                                   |
| G~ssd~ = S / (B + S - C)          |                                   |
+-----------------------------------+-----------------------------------+
| Apparent specific gravity         |                                   |
|                                   |                                   |
| G~a~ = A / (A + B - C)            |                                   |
+-----------------------------------+-----------------------------------+
| Absorption, % = (S - A) / A       |                                   |
+-----------------------------------+-----------------------------------+

**Week 2**

**Directions and Data Sheets**

***Binder Testing***

***Mixing and Compacting Asphalt Concrete Specimens***

**AASHTO TP 5-93 Determining the Rheological Properties of Asphalt
Binder Using a Dynamic Shear Rheometer (DSR)**

***Steps:***

> 1\. Heat asphalt to 135 C.

2.  Turn control box on by switch on back right of box.

3.  Screw base plate into unit hand tight.

4.  Turn software on by clicking DSR icon.

5.  Turn temperature control on in software.

6.  Set temperature to desired range.

7.  Place spindle on base plate to heat to temperature.

8.  Set gap after equilibrated. Refer to manual.

9.  Pour asphalt into specimen mold.

10. Place asphalt specimen on preheated spindle.

11. Lower spindle on to base plate.

> 12\. Trim sample flush to edges of plates and remove excess material.

13. Place cover into base plate to allow for thermal conditioning.

> 14\. Press start on software.

15. Discuss G\* and phase angle.

> 16\. After sample has run, print results.

**AASHTO TP 48-96 Viscosity Determination of Asphalt Binder Using
Rotational Viscometer**

***Steps:***

1.  Set the motor speed by pressing the "speed" key on the keypad.

2.  Use the arrow keys to set the desired testing speed at 20 rpm. (For
    soft binder samples, the speed may need to be increased in order to
    increase the torque value so that it falls within the acceptable
    range of 2-98% torque).

3.  Set the display to read viscosity by pressing the "Set Display" key
    until the viscosity in centipoise (cP) is shown in the upper left
    corner of the display.

4.  During the calibration period, observe the viscosity. The viscosity
    will decrease as the temperature of the sample rises. When the
    viscosity reading remains constant, the temperature is considered
    equilibrated.

5.  Read and record a viscosity value at one-minute intervals for a
    total of three readings. The viscosity measurements are in units of
    centipoise (cP). Convert cP to Pascal\*seconds (Pa\*s) by dividing
    by 1,000.

6.  Record the test temperature, spindle number, spindle speed (rpm),
    and viscosity (Pa\*s) to the nearest 0.1 Pa\*s.

**AASHTO T Rolling Thin Film Oven Aging**

***Steps:***

1.  Preheat oven to 163^o^C.

2.  Pour 35 grams of asphalt into each of 8 jars.

3.  Mark and record mass of the asphalt in two of the jars (to be used
    for determining the mass loss).

4.  Place jars in carriage, close door and start carriage and air flow.

5.  Age samples for 80 minutes from the time the temperature stabilizes
    (10 minutes).

6.  Remove jars from oven. Allow the two jars marked for determining
    mass loss to cool to room temperature. Obtain the mass of these jars
    when cool.

7.  For the remaining 6 jars: Immediately pour contents into storage
    container. Scrape the material on the inside of the jars into the
    container. Stir and cool. Save material for further testing and
    aging.

**AASHTO PP 1-93 Accelerated Aging of Asphalt Binder Using a Pressurized
Aging Vessel (PAV)**

***Steps:***

1.  Day before class: RTFO 8 bottles of material. Scrape material from
    bottles into single container (See above).

2.  Pour 50 g. into pan each pan.

3.  Place pans in rack and place rack into PAV.

4.  Tighten bolts on lid to 50 psi with torque wrench.

5.  When PAV reaches temperature, push start button. PAV test takes 20
    hours plus handling time.

6.  Make sure pressure is released when test is completed.

7.  Remove bolts from lid.

8.  Take rack from PAV and scrape material into container. Cool and
    store for further testing.

**AASHTO TP 1-93 Determining the Flexural Creep Stiffness of Asphalt
Binder Using the Bending Beam Rheometer (BBR)**

> ***Steps:***

1.  Heat PAV aged asphalt to 135 C.

2.  Turn Nitrogen on at bottle and at 2 way valve.

3.  Calibrate machine by following steps in software.

4.  Make beam mold. Refer to manual.

5.  Pour asphalt into mold and let cool for 45 minutes.

6.  Trim beam and remove beam from mold.

7.  Place beam in bath for 60 [+]{.underline} 5 minutes.

8.  Test beam according to software instructions.

9.  Print Report.

**AASHTO T Direct Tension Testing**

***Steps:***

1.  Heat PAV aged asphalt to 135 C.

2.  Mold 4 samples. Refer to manual.

3.  Pour asphalt into mold and let cool for 45 minutes.

4.  Trim mold and remove specimen from mold.

5.  Place specimen in bath for 60 [+]{.underline} 5 minutes.

6.  Place specimen into position.

7.  Test specimen per manual. Record results.

**AASHTO TP 4-93 Preparing and Determining the Density of Hot Mix
Asphalt Specimens by Means of the SHRP Gyratory Compactor**

***Equipment needed:***

Large mixer with wire whip

Scale with at least 20,000 gram capacity

2 Ovens - one for heating aggregates, one for heating asphalt (hot pot
works also)

Gyratory compactor

Spatulas or large spoons for stirring mix

Pans for heating aggregates

***Prepare before class:***

> Prepare twelve 4,500 gram pans of aggregates blended to meet target
> gradation and place in oven at least 6 hours prior to class
>
> Preheat asphalt (in quart cans in oven, at least 2 hours prior to
> class - MAKE SURE TO VENT CANS.

Preheat mixing bowl and molds

> Predetermine for the students: asphalt contents, appropriate mixing
> and compaction temperatures, and numbers of gyrations

Note: Test method calls for three samples at each of three asphalt
contents. Suggest compacting two samples/group and using 4 asphalt
contents so that as many students as possible have a change to get
"hands on" experience. The test method also calls for short term aging,
but this would make labs too long. Explain that this would occur, but in
order to fit work into lab period, this step has been eliminated.

***Steps for Class:***

1.  Take bowl out of oven and place on scale. Gently add aggregate to
    bowl and use spoon to make a depression in center of aggregate.

2.  Add a predetermined amount of asphalt (1 group = 1 asphalt content)

3.  Place on mixer and mix thoroughly.

4.  (Would normally place in shallow pan here but because of time
    constraints, place mix directly into hot mold).

5.  Place mold in compactor per manufacturer's directions and compact to
    desired number of gyrations.

6.  Repeat steps 1 through 5 for second sample.

7.  For third sample, repeat steps 1 through 3 only. Do not compact the
    third sample. This will be used for determining the maximum specific
    gravity in the next lab session. Empty mix from bowl into pan,
    cover, label, and store.

**AASHTO TP 4-93 Preparing and Determining the Density of Hot Mix
Asphalt Specimens by Means of the SHRP Gyratory Compactor**

***Steps:***

1.  Take mixing bowl out of oven and place on scale. Gently add
    aggregate to bowl and use spoon to make a depression in center of
    aggregate.

2.  Add a predetermined amount of asphalt (1 group = 1 asphalt content)

3.  Place on mixer and mix thoroughly.

4.  (Would normally place in shallow pan here but because of time
    constraints, place mix directly into hot mold).

5.  Place mold in compactor per manufacturer's directions and compact to
    desired number of gyrations.

6.  Repeat steps 1 through 5 for second sample.

7.  For third sample, repeat steps 1 through 3 only. Do not compact the
    third sample. This will be used for determining the maximum specific
    gravity in the next lab session. Empty mix from bowl into pan,
    cover, label, and store.

**Dynamic Shear Rheometer Testing**

(AASHTO TP 5-93)

Asphalt cement sample
ID:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Test
temperature:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_^o^C

Complex shear modulus,
G\*:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_ Pa

Phase angle,
δ:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_^o^

**Rotational Viscometer**

(AASHTO TP 48-96)

Asphalt cement sample
ID:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Test
temperature:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_^o^C

Spindle
No:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

RPM's:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Viscosity:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_cP

**Flexural Creep Stiffness Using a Bending Beam Rheometer**

(AASHTO TP 1-93)

Asphalt cement sample
ID:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

Test
temperature:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_^o^C

Creep stiffness,
S:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_
Pa

Slope,
m:\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_

**Week 3**

**Directions and Data Sheets**

***Testing of Asphalt Concrete***

**AASHTO T 166-93 Bulk Specific Gravity of Compacted Bituminous Mixtures
Using Saturated Surface-Dry Specimens**

***Steps:***

1.  Dampen towel.

2.  Determine the mass of the dry specimens. Record.

3.  Place specimen in water for 3 to 5 minutes. Determine mass under
    water at the end of this time. Record.

4.  Remove specimen from water and quickly blot dry on damp towel (dull
    finish is SSD condition).

5.  Place SSD specimen on scale and determine mass. Record.

**AASHTO T 209-94 Theoretical Maximum Specific Gravity and Density of
Bituminous Paving Mixtures**

***Steps:***

1.  Warm sample (if necessary) and break up clumps.

2.  Determine mass of bowl (without lid) under water. Record.

3.  Determine the oven dry mass and place sample in metal bowl.

4.  Cover with water, place vacuum lid on bowl, then place entire set up
    on shaker table. Clamp down.

5.  Start vacuum pump and gradually increase pressure until residual
    vacuum manometer reads 3.7 ± 0.3 kPa. Start shaker table and
    maintain both pressure and agitation for 15 ± 2 minutes.

6.  Stop shaker table and pump. Gradually release pressure and remove
    top.

7.  Suspend bowl and sample under water for 10 minutes then determine
    the mass under water. Record.

**ASTM D4867 Effect of Moisture on Asphalt Concrete Paving Mixtures.**

*Steps:*

1.  Mix and compact a set of six samples to between 6 to 8 percent air
    voids using the optimum asphalt content.

2.  Determine the bulk specific gravity of each sample.

3.  Determine the height of each sample.

4.  Either use or calculate a maximum specific gravity from the original
    mix design testing information.

5.  Calculate the air voids.

6.  Determine the indirect tensile strength of 3 of the samples using a
    rate of 50 mm/min. Record the maximum load it takes to fail each
    sample.

7.  For the remaining 3 samples:

-   Place the samples in a vacuum chamber and cover with water

-   Put lid on chamber and apply a preselected vacuum pressure for about
    1 minute

-   Release the pressure and determine the saturated surface dry mass of
    each sample

-   Calculate the percent saturation achieved. If it is not between 55
    and 80%, repeat steps above with an increased vacuum pressure.

-   Once the proper level of saturation is achieved, place samples in
    60^o^C water bath for 24 hours.

-   Move samples to 25^o^C water bath for 2 hours.

-   Determine the conditioned tensile strength using the same method as
    for the unconditioned samples.

8.  Divide the average conditioned strength by the average dry strength
    times 100 to obtain the average tensile strength ratio.

**Bulk Specific Gravity of Compacted Specimens**

(AASHTO T 166)

Asphalt Cement Content
(P~b~):\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_%

+-----------------+------------+------------+------------+------------+
| Item            | Sample 1   | Sample 2   | Sample 3   | Average    |
+-----------------+------------+------------+------------+------------+
| \(A\) Mass dry, |            |            |            |            |
| grams           |            |            |            |            |
+-----------------+------------+------------+------------+------------+
| \(B\) Mass      |            |            |            |            |
| under water,    |            |            |            |            |
| grams           |            |            |            |            |
+-----------------+------------+------------+------------+------------+
| \(C\) Mass SSD, |            |            |            |            |
| grams           |            |            |            |            |
+-----------------+------------+------------+------------+------------+
| Bulk specific   |            |            |            |            |
| gravity         |            |            |            |            |
|                 |            |            |            |            |
| G~mb~ = A / © - |            |            |            |            |
| B)              |            |            |            |            |
+-----------------+------------+------------+------------+------------+

**Maximum Specific Gravity**

(AASHTO T 209)

Asphalt Cement Content
(P~b~):\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_%

+-----------------------------------+-----------------------------------+
| Item                              | Results                           |
+-----------------------------------+-----------------------------------+
| \(A\) Mass of bowl in air, grams  |                                   |
+-----------------------------------+-----------------------------------+
| \(B\) Mass of bowl under water,   |                                   |
| grams                             |                                   |
+-----------------------------------+-----------------------------------+
| \(C\) Mass of bowl and sample in  |                                   |
| air, grams                        |                                   |
+-----------------------------------+-----------------------------------+
| \(D\) Mass of sample = C - B,     |                                   |
| grams                             |                                   |
+-----------------------------------+-----------------------------------+
| \(E\) Mass of bowl and sample     |                                   |
| under water, grams                |                                   |
+-----------------------------------+-----------------------------------+
| Maximum specific gravity          |                                   |
|                                   |                                   |
| G~mm~ = D / (D + B - E)           |                                   |
+-----------------------------------+-----------------------------------+

**Effect of Moisture on Asphalt Concrete**

(ASTM D4867)

Asphalt Cement Content
(P~b~):\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_%

+---------------------------+------+------+------+------+------+------+
| Item                      | U    |      |      | Con  |      |      |
|                           | ncon |      |      | diti |      |      |
|                           | diti |      |      | oned |      |      |
|                           | oned |      |      | Sam  |      |      |
|                           | Sam  |      |      | ples |      |      |
|                           | ples |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
|                           | 1    | 2    | 3    | 4    | 5    | 6    |
+---------------------------+------+------+------+------+------+------+
| \(A\) Diameter, in        |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(B\) Height, in          |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(C\) Mass in air, g      |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(D\) Mass SSD, g         |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(E\) Mass under water, g |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(F\) Volume, cm^3^, =    |      |      |      |      |      |      |
| (D - E)                   |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(G\) Bulk specific       |      |      |      |      |      |      |
| gravity                   |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(H\) Max. specific       |      |      |      |      |      |      |
| gravity                   |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(I\) Air voids, % = 100  |      |      |      |      |      |      |
| ( 1 -G/H)                 |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(J\) Vol of voids, cm^3^ |      |      |      |      |      |      |
| = (I x F)/100             |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| Initial Vacuum Saturation |      |      |      |      |      |      |
| Conditioning              |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(K\) Mass SSD            |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(L\) Vol of absorbed     |      |      |      |      |      |      |
| water, cm^3^ = K - C      |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(M\) % Saturation = 100  |      |      |      |      |      |      |
| (L / J)                   |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| Calculations              |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(O\) Failure load, lb    |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| \(P\) Tensile strength,   |      |      |      |      |      |      |
| psi = (2 O) / (π A B)     |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+
| Average tensile strength  |      |      |      |      |      |      |
| ratio                     |      |      |      |      |      |      |
|                           |      |      |      |      |      |      |
| (P~4~ + P~5~ + P~6~) /    |      |      |      |      |      |      |
| (P~1~ + P~2~ +P~3~) \*    |      |      |      |      |      |      |
| 100                       |      |      |      |      |      |      |
+---------------------------+------+------+------+------+------+------+

**Appendix A**

**Sample Laboratory Report**

(Figures and Appendix not Included)

May 5, 1998

Gardiner Construction

207 Harbert

Auburn, Alabama 36849

Dear Dr. Gardiner:

We have completed testing the two aggregate stockpile samples (C1-98,
F1-98) you supplied to our firm from your new Auburn, Alabama pit. While
both stockpiles appear to have properties typically associated with
aggregates used in general construction projects, further testing is
needed to determine if these aggregates are suitable for asphalt
concrete mixtures. A target gradation needs to be defined and the
percent of each stockpile needed to meet this gradation determined. Once
this target gradation is defined, further testing is needed to evaluate
the percent crushed faces, percent flat and elongated, fine aggregate
angularity, and sand equivalent values.

If you would like further testing or have any questions or comments,
please contact me at the above address.

Sincerely,

A. Student

**Assessment of Aggregate Properties for Gardiner Construction**

**Prepared by:**

**A. Student**

**May 5, 1998**

**TABLE OF CONTENTS**

Introduction 1

Test Methods 1

AASHTO T 27-93 (Sieve Analysis) 1

AASHTO T 85-91 (Coarse Aggregate Specific Gravity) 1

AASHTO T 84-95 (Fine Aggregate Specific Gravity) 2

Materials 2

Test Results 2

Conclusions and Recommendations 4

References 4

Appendix A - Sample Calculations and Raw Data Sheet A-1

**TABLE OF TABLES**

Table 1. Aggregate Specific Gravities, Absorption Capacities, and
Gradations 3

**TABLE OF FIGURES**

Figure 1. Gradation Results

**APPENDIX A**

Raw Data Sheets and Calculations

**INTRODUCTION**

Two crushed limestone aggregate samples identified as C1-98 and F1-98
were submitted on April 30, 1998 by Any Engineering Company, Somewhere
Alabama from a new pit in Auburn, Alabama. Testing was conducted to
determine if the aggregates met requirements for use in asphalt
concrete. Gradations, specific gravities, absorption capacities, fine
aggregate angularity, sand equivalent values, percent crushed aggregate,
and the percent flat and elongated particles were determined.

**TEST METHODS**

Three AASHTO test methods were used to determine the required aggregate
properties (1):

AASHTO T 27-93 - Sieve Analysis of Fine and Coarse Aggregate

AASHTO T 85-91 - Specific Gravity and Absorption of Coarse Aggregate

AASHTO T 84-95 - Specific Gravity and Absorption of Fine Aggregates

The testing procedures, identification of any allowable test method
variations, as well as any exceptions to the established standards are
briefly described below.

*AASHTO T 27-93 (Sieve Analysis)*

An oven dry sample was added to a nested stack of sieves 19, 12.5, 9.5,
4.75, 2.36, 1.18,. 0.6, 0.3, 0.15, and 0.57 mm (3/4, ½, and 3/8 in , No.
4, No. 8, No. 16, No. 30, No. 50, No. 100, and No. 200). The stack was
placed in a mechanical shaker and shook for approximately 5 minutes. A
washed sieve analysis ( ASTM C117) was not included due to time
constraints.

An accurate determination of the material finer than 0.075 mm (No. 200)
sieve cannot be made without first completing the washed sieve analysis.
Also, due to the limited quantity of material received, only 700 g of
aggregate was used instead of the required minimum sample size of 4 kg
for a 12.5 mm (½ in) nominal maximum size coarse gradation.

*AASHTO T 85-91 (Coarse Aggregate Specific Gravity)*

A previously oven dried sample of coarse aggregate was submerged for 24
hours at room temperature, removed from the water and towel dried until
all excess water was removed from the aggregate surface, and the weight
recorded. The sample was then weighed under water (25^o^C), transferred
to an oven-proof container and dried overnight. The oven dry weight was
determined for the cooled sample. These measurements were used to
calculate the bulk specific gravity (dry), bulk specific gravity (SSD),
apparent specific gravity, and absorption capacity of the coarse
aggregate.

Again, because of the limited quantity of material on hand, an
approximately 1,500 g sample was used instead of the required minimum of
2,000 g. This test was repeated three times and the average value was
reported.

*AASHTO T 84-95 (Fine Aggregate Specific Gravity)*

Approximately 1,000 g of fine aggregate was first oven dried, soaked for
24 hours at room temperature, and brought to a saturated surface dry
(SSD) condition by gently drying under a warm air current. SSD was
determined using the cone test for surface moisture (Section 6.2.1). At
this time, 500 g of SSD aggregate were placed in a volumetric flask of a
known volume, the flask was partially filled with 25^o^C water, then
agitated to removed the entrapped air. Because aggregate was added to a
dry flask instead of one partially filled with water, there were
excessive problems with foaming of the entrapped air. This necessitated
the manual removal of the excess foam with a paper towel.

Once the foam was removed, more water was added to fill the flask to the
calibration mark, the flask with water and sample was weighed, and then
emptied into an oven-proof container. The sample was dried overnight and
a dry weight of the cooled sample was obtained. These measurements were
used to calculate the bulk specific gravity (dry), bulk specific gravity
(SSD), apparent specific gravity, and absorption capacity of the fine
aggregate.

**MATERIALS**

Crushed limestone samples from two stockpiles (C1-98, F1-98) were
supplied by GC Construction from their new Auburn, Alabama pit.

**TEST RESULTS**

Table 1 presents all test results completed for this project. Both the
fine and coarse aggregate stockpiles have specific gravities that are
within the range of 2.200 to 2.800 typical of materials used in most
construction applications. The absorption capacities of both stockpiles
were low (\< 0.5%). Figure 1 shows the gradations for each stockpile.

**TABLE 1. Aggregate Specific Gravities, Absorption Capacities, and
Gradations.**

+------------------------+---------------------+-----------------------+
| Properties             | F1-98               | C1-98                 |
+------------------------+---------------------+-----------------------+
| Cumulative Percent     | 100                 | 100                   |
| Passing, %             |                     |                       |
|                        | 100                 | 83                    |
| 3/4 in (19 mm)         |                     |                       |
|                        | 100                 | 59                    |
| ½ in (12.5 mm)         |                     |                       |
|                        | 100                 | 25                    |
| 3/8 in (9.5 mm)        |                     |                       |
|                        | 75                  | 3                     |
| No. 4 (4.75 mm)        |                     |                       |
|                        | 61                  | 2                     |
| No. 8 (2.36 mm)        |                     |                       |
|                        | 48                  | 0                     |
| No. 16 (1.18 mm)       |                     |                       |
|                        | 22                  | 0                     |
| No. 30 (0.6 mm)        |                     |                       |
|                        | 10                  | 0                     |
| No. 50 (0.3 mm)        |                     |                       |
|                        | 5                   | 2                     |
| No. 100 (0.15 mm)      |                     |                       |
|                        |                     |                       |
| No. 200 (0.075 mm)     |                     |                       |
+------------------------+---------------------+-----------------------+
| Bulk Specific Gravity, | 2.640               | 2.606                 |
| Dry                    |                     |                       |
|                        | 2.647               | 2.617                 |
| Bulk Specific Gravity, |                     |                       |
| SSD                    | 2.658               | 2.635                 |
|                        |                     |                       |
| Apparent Specific      |                     |                       |
| Gravity                |                     |                       |
+------------------------+---------------------+-----------------------+
| Absorption Capacity, % | 0.26                | 0.42                  |
+------------------------+---------------------+-----------------------+

**CONCLUSIONS AND RECOMMENDATIONS**

While both stockpiles appear to have properties typically associated
with aggregates used in general construction projects, further testing
is needed to determine if these aggregates are suitable for asphalt
concrete mixtures. A target gradation needs to be defined and the
percent of each stockpile needed to meet this gradation determined. Once
this target gradation is defined, further testing is needed to evaluate
the percent crushed faces, percent flat and elongated, fine aggregate
angularity, and sand equivalent values.

**REFERENCES**

1.  American Society for Testing and Materials, Road and Paving
    Materials; Paving Management Technologies, Annual Book of Standards,
    Vol. 04.03, 1993.

2.  Class Notes, CE 382, Auburn University, Winter Quarter, 1997.

**Appendix A - Raw Data and Sample Calculations**

(Not Included)