Marshall Mix Design Procedure

The Marshall mix design method consists of 6 basic steps:

1. Aggregate selection

2. Asphalt binder selection

3. Sample preparation (including compaction)

4. Stability determination using the Hveem Stabilometer

5. Density and voids calculations

6. Optimum asphalt binder content selection

Aggregate Selection

Although Hveem did not specifically develop an aggregate evaluation and selection procedure, one is included here because it is integral to any mix design. A typical aggregate evaluation for use with either the Hveem or Marshall mix design methods includes three basic steps (Roberts et al., 1996[2]):

1. Determine aggregate physical properties. This consists of running various tests to determine properties such as:

Toughness and abrasion

Durability and soundness

Cleanliness and deleterious materials

Particle shape and surface texture

2. Determine other aggregate descriptive physical properties. If the aggregate is acceptable according to step #1, additional tests are run to fully characterize the aggregate. These tests determine:

Gradation and size

Specific gravity and absorption

3. Perform blending calculations to achieve the mix design aggregate gradation. Often, aggregates from more than one source or stockpile are used to obtain the final aggregate gradation used in a mix design. Trial blends of these different gradations are usually calculated until an acceptable final mix design gradation is achieved. Typical considerations for a trial blend include:

4. All gradation specifications must be met. Typical specifications will require the percent retained by weight on particular sieve sizes to be within a certain band.

5. The gradation should not be too close to the FHWA’s 0.45 power maximum density curve. If it is, then the VMA is likely to be too low. Gradation should deviate from the FHWA’s 0.45 power maximum density curve, especially on the 2.36 mm (No. 8) sieve.

Asphalt Binder Evaluation

The Marshall test does not have a common generic asphalt binder selection and evaluation procedure. Each specifying entity uses their own method with modifications to determine the appropriate binder and, if any, modifiers. Binder evaluation can be based on local experience, previous performance or a set procedure. The most common procedure is the Superpave PG binder system. Once the binder is selected, several preliminary tests are run to determine the asphalt binder’s temperature-viscosity relationship

Sample Preparation

The Marshall method, like other mix design methods, uses several trial aggregate-asphalt binder blends (typically 5 blends with 3 samples each for a total of 15 specimens), each with a different asphalt binder content. Then, by evaluating each trial blend’s performance, an optimum asphalt binder content can be selected. In order for this concept to work, the trial blends must contain a range of asphalt contents both above and below the optimum asphalt content. Therefore, the first step in sample preparation is to estimate an optimum asphalt content. Trial blend asphalt contents are then determined from this estimate.

1. Optimum Asphalt Binder Content Estimate

The Marshall mix design method can use any suitable method for estimating optimum asphalt content and usually relies on local procedures or experience.

2. Sample Asphalt Binder Contents

Based on the results of the optimum asphalt binder content estimate, samples are typically prepared at 0.5 percent by weight of mix increments, with at least two samples above the estimated asphalt binder content and two below.

a) Compaction with the Marshall Hammer

i. Each sample is then heated to the anticipated compaction temperature and compacted with a Marshall hammer, a device that applies pressure to a sample through a tamper foot (Figure 1). Some hammers are automatic and some are hand operated. Key parameters of the compactor are:

ii. Sample size = 102 mm (4-inch) diameter cylinder 64 mm (2.5 inches) in height (corrections can be made for different sample heights)

iii. Tamper foot = Flat and circular with a diameter of 98.4 mm (3.875 inches) corresponding to an area of 76 cm2 (11.8 in2).

iv. Compaction pressure = Specified as a 457.2 mm (18 inches) free fall drop distance of a hammer assembly with a 4536 g (10 lb.) sliding weight.

v. Number of blows = Typically 35, 50 or 75 on each side depending upon anticipated traffic loading.

vi. Simulation method = The tamper foot strikes the sample on the top and covers almost the entire sample top area. After a specified number of blows, the sample is turned over and the procedure repeated

The Marshall Stability and Flow Test

The Marshall stability and flow test provides the performance prediction measure for the Marshall mix design method. The stability portion of the test measures the maximum load supported by the test specimen at a loading rate of 50.8 mm/minute (2 inches/minute). Basically, the load is increased until it reaches a maximum then when the load just begins to decrease, the loading is stopped and the maximum load is recorded.

During the loading, an attached dial gauge measures the specimen’s plastic flow as a result of the loading (Figure 2). The flow value is recorded in 0.25 mm (0.01 inch) increments at the same time the maximum load is recorded.

Density and Voids Analysis

All mix design methods use density and voids to determine basic HMA physical characteristics. Two different measures of densities are typically taken:

1. Bulk specific gravity (Gmb).

2. Theoretical maximum specific gravity (TMD, Gmm).

These densities are then used to calculate the volumetric parameters of the HMA. Measured void expressions are usually:

1. Air voids (Va), sometimes expressed as voids in the total mix (VTM)

2. Voids in the mineral aggregate (VMA)

3. Voids filled with asphalt (VFA)

Generally, these values must meet local or State criteria.

Selection of Optimum Asphalt Binder Content

The optimum asphalt binder content is finally selected based on the combined results of Marshall stability and flow, density analysis and void analysis (Figure 3). Optimum asphalt binder content can be arrived at in the following procedure (Roberts et al., 1996[2]):

1. Plot the following graphs:

Asphalt binder content vs. density. Density will generally increase with increasing asphalt content, reach a maximum, then decrease. Peak density usually occurs at a higher asphalt binder content than peak stability.

Asphalt binder content vs. Marshall stability. This should follow one of two trends:

* Stability increases with increasing asphalt binder content, reaches a peak, then decreases.

* Stability decreases with increasing asphalt binder content and does not show a peak. This curve is common for some recycled HMA mixtures.

Asphalt binder content vs. flow.

Asphalt binder content vs. air voids. Percent air voids should decrease with increasing asphalt binder content.

Asphalt binder content vs. VMA. Percent VMA should decrease with increasing asphalt binder content, reach a minimum, then increase.

Asphalt binder content vs. VFA. Percent VFA increases with increasing asphalt binder content.

2. Determine the asphalt binder content that corresponds to the specifications median air void content (typically this is 4 percent). This is the optimum asphalt binder content.

3. Determine properties at this optimum asphalt binder content by referring to the plots. Compare each of these values against specification values and if all are within specification, then the preceding optimum asphalt binder content is satisfactory. Otherwise, if any of these properties is outside the specification range the mixture should be redesigned.