# Presentation: 475748

## Asphalt Concrete Mix Design

**History**

**Notes:**
This block will present background information on the traditional Marshall and Hveem mix design methods.

At the conclusion of this block the student will have a general understanding of:
    The principal procedures and concepts used in Marshall and Hveem  mix design techniques

This material is covered in detail in Chapter 4 “Hot Mix Asphalt Mixture Design Methodology” of the recommended textbook.

## Hot Mix Asphalt Concrete (HMA)Mix Designs

**Objective:**
**Develop an economical blend of aggregates and asphalt that meet design requirements**
**Historical mix design methods**
**Marshall **
**Hveem**
**New **
**Superpave gyratory**

**Notes:**
The objective of HMA mix design is to develop an economical blend of aggregates and asphalt.  In the developing of this blend the designer needs to consider both the first cost and the life cycle cost of the project.  Considering only the first cost may result in a higher life cycle cost.

Historically asphalt mix design has been accomplished using either the Marshall or the Hveem design method.   The most common method was the Marshall.  It had been used in about 75% of the DOTs throughout the US and by the FAA for the design of airfields.  In 1995 the Superpave mix design procedure was introduced into use.  It builds on the knowledge from Marshall and Hveem procedures.  The primary differences between the three procedures is the machine used to compact the specimens and  strength tests used to evaluate the mixes.  The current plan is to implement the Superpave procedures throughout the US for the design and quality control of HMA highway projects early in the next century.  It appears that the Marshall method  will continue to be used for airfield design for many years and that the Hveem procedure will continue to be used in California.

## Requirements in Common

**Sufficient asphalt to ensure a durable pavement**
**Sufficient stability under traffic loads**
**Sufficient air voids**
**Upper limit to prevent excessive environmental damage**
**Lower limit to allow room for initial densification due to traffic**
**Sufficient workability**

**Notes:**
No matter which design procedure is going to be used the HMA mixture that is placed on the roadway must meet certain requirements.
     The mix must have sufficient asphalt to ensure a durable, compacted pavement by thoroughly coating, bonding and waterproofing the aggregate.
      Enough stability to satisfy the demands of traffic without displacement or distortion (rutting).
      Sufficient voids to allow a slight amount of added compaction under traffic loading without bleeding and loss of stability.  However, the volume of voids should be low enough to keep out harmful air and moisture.  To accomplish this the mixes are usually designed by 4% VTM in the lab and compacted to less than 7% VTM in the field.
      Enough workability to permit placement and proper compaction without segregation.

## MARSHALL MIX DESIGN

**MARSHALL MIX DESIGN**

## Marshall Mix Design

**Developed by Bruce Marshall for the Mississippi Highway Department in the late 30’s**
**WES began to study it in 1943 for WWII**
**Evaluated compaction effort**
**No. of blows, foot design, etc.**
**Decided on 10 lb.. Hammer, 50 blows/side**
**4% voids after traffic**
**Initial criteria were established and upgraded for increased tire pressures and loads**

**Notes:**
Point out that the criteria has been modified since initial development; but, the basic process is the same as it was when it was initially developed.

## Automatic Marshall Hammer

**Notes:**
This picture is of automatic hammers.  There are also hand held hammers.  The key is that the base for the mold has to be solid.

## Marshall Mix Design

**Select and test aggregate**
**Select and test asphalt cement**
**Establish mixing and compaction temperatures**
**Develop trial blends**
**Heat and mix asphalt cement and aggregates**
**Compact specimen (100 mm diameter)**

**Notes:**
This slide outlines the major steps in the development of a Marshall mix design.

## Mixing/Compaction Temps

- .1

- .2

- .3

- .5

- 1

- 10

- 5

- 100

- 110

- 120

- 130

- 140

- 150

- 160

- 170

- 180

- 190

- 200

**Temperature, C**

**Viscosity, Pa s**

**Compaction Range**

**Mixing Range**

***Mixing/Compaction Temps***

**Notes:**
To establish mixing and compaction temperatures it is necessary to develop a temperature viscosity chart.  This can be done by determining the viscosity at two different temperatures - generally 135 C and 165 C.  These two viscosities are then plotted on the graph above and a straight line is drawn between the two points.

The desired viscosity range for mixing is between 0.15 and 0.19 Pa-s and  0.25 and 0.31 Pa-s for compaction.  Appropriate mixing and compaction temperatures are selected as the temperature where these viscosity requirements are met.  This information can be obtained from the suppliers.  In many DOTs this information is developed during the mix design process.

If using modified binders - it is recommended that you should contact the supplier to determine the mixing and compaction temperatures.  

## Marshall Design Criteria

**Light Traffic****	****Medium Traffic      Heavy Traffic**
**   ****ESAL < 10****4****	****10 ****4 ****< ESAL< 10****             ****ESAL > 10****6**

**Compaction****	****	****       35****	****	****       50****	****	****       ****	****75**
**Stability N (lb.)****	****	****3336 (750)****	****5338 (1200)****	****     8006 (1800)**
**Flow, 0.25 mm (0.1 in)****	****     8 to 18****	****     8 to 16****	****          8 to 14****	**
**Air Voids, %****	****	****      3 to 5****	****     3 to 5****	****            3 to 5**
**Voids in Mineral Agg.**
**           ****(VMA)****	****	****	****Varies with aggregate size**

**Notes:**
The criteria on this slide is that recommended by The Asphalt Institute.  Most DOTs have their own requirements and they may  vary some from that noted here.

## Minimum VMA Requirements

**Notes:**
As the aggregate size increases the VMA requirement will drop.

## Marshall Mix Design Tests

**Heights**
**Used to correct stability measurements**
**Bulk specific gravity of compacted sample**
**Maximum specific gravity of loose mix**
**Stability and flow**
**60****o****C water bath (30 to 40 minutes)**
**50 mm/min loading rate**
**Max. load = uncorrected stability**
**Corresponding vertical deformation = flow**

**Notes:**
This slide shows the mixture tests required  to complete a Marshall mix  design.  
     In the stability calculations there is an assumption that the height is 2 1/2 inches.   If the height is different there is a correction procedure for the Marshall Stability that must be followed.
    The bulk specific gravity  along with the maximum specific gravity is used in the volumetric calculations.
     The Marshall procedure calls for a strength test - the Marshall stability and flow test.

## Marshall Stability and Flow

**Notes:**
This is a Rainhart stability device.  It uses a chart recorder to document the load and the flow (deformation of the specimen).

## Marshall Design Use of DataAsphalt Institute Procedure

**Air Voids, %**

**Asphalt Content, %**

**Stability**

**Asphalt Content, %**

**Unit Wt.**

**Asphalt Content, %**

***Target optimum asphalt content = average***

**4%**

**Notes:**
There are a number of plots used to analyze Marshall data:
      Air voids vs asphalt content:  goes down as AC content increases
      Stability vs asphalt content:  goes up to a peak and then drops off
      Unit Wt  vs asphalt content:  This is similar to a moisture density relationship for soils.  The unit wt increases until the asphalt cement acts like an extender rather than a lubricant.

## Marshall Design Use of DataAsphalt Institute Procedure

**Flow**

**Asphalt Content, %**

***Use target optimum asphalt content to check if these criteria are met***

**Lower Limit**

**Upper limit**

**Minimum**

**OK**

**OK**

**Notes:**
The other two curves are:
       Flow versus ac content:  This will initially drop and then increase.
       VMA versus ac content:  This will initially drop and then rise.  It is desirable to design mixes on the down side of this curve.  They are easier to control.

## Marshall Design Use of DataNAPA Procedure

**Air Voids, %**

**Asphalt Content, %**

***Target optimum asphalt content =***
***the asphalt content at 4% air voids***

**4%**

**Notes:**
The design asphalt content is defined as the asphalt content that will produce 4% air voids.

## Marshall Design Use of DataNAPA Procedure

**Stability**

**Asphalt Content, %**

***The target stability is checked***

**OK**

**Notes:**
After the design asphalt content is picked, the other properties are checked.

## Marshall Design Use of DataNAPA Procedure

**Flow**

**Asphalt Content, %**

***Use target optimum asphalt content to check if these criteria are met***

**Lower Limit**

**Upper limit**

**Minimum**

**OK**

**OK**

## Marshall Design Method

**Advantages**
**Attention on voids, strength, durability**
**Inexpensive equipment**
**Easy to use in process control/acceptance **
**Disadvantages**
**Impact method of compaction**
**Does not consider shear strength**
**Load perpendicular to compaction axis**

**Notes:**
One of the strengths of the Marshall method is its attention to density/voids analysis.   This ensures that the important volumetric properties of the mix are at their optimum levels to achieve a durable HMA pavement.   Another advantage is that it required equipment that was relatively inexpensive and very portable.  This lead to its use for quality control operations.   Unfortunately the impact method of compaction does not simulate densification that occurs under traffic in a real pavement.   The strength parameter does not adequately measure the shear strength of the HMA.

## HVEEM MIX DESIGN

## Hveem Mix Design Method

**Francis Hveem developed for California DOT in mid 1920’s**
**Limited use**
**Primarily in West coast states**
**Addresses similar design considerations as Marshall**
**Considers asphalt absorption by aggregate**

**Notes:**
As a resident engineer in California Francis Hveem began to work with “oil mixes” in the late 1920s.  Hveem noticed in his work that there was a relationship between the gradation of the aggregate and the amount of oil needed to develop a consistent mix.  He found a way of determining the surface area of the gradations and using that with a “kerosene equivalent test” to determine absorption of the asphalt he developed a design procedure.  But, he noticed that the procedure did not insure rutting resistance. He decided that another test was needed to evaluate the ability of the mix to resist shear forces applied by wheel loads.  This led to the development of the Hveem stabilometer. 

The system has been used primarily in the Western states and is still used in California.

## Hveem Mix Design Method

**Selection and testing of aggregates**
**Selection and testing of binders**
**Centrifuge kerosene equivalent (CKE)**
**Surface capacity of aggregate**
**Estimate optimum asphalt content**

**Notes:**
A thorough evaluation of the aggregates and binders is conducted.   The procedure calls for determining an approximate asphalt content by the Centrifuge Kerosene Equivalent test and then subjecting specimens at that asphalt content, and a higher and lower asphalt contents to a stability test.

## Use kneading compactor to prepare specimens
Determine stability with Hveem stabilometer
Evaluates horizontal deformation under axial load 
Specimen loaded along axis of compaction
Visual observation, volumetrics, and stability used to select optimum asphalt content

**Determine stability with Hveem stabilometer**
**Evaluates horizontal deformation under axial load **
**Specimen loaded along axis of compaction**
**Visual observation, volumetrics, and stability used to select optimum asphalt content**

***Hveem Mix Design Method***

**Notes:**
Samples are made using the California Kneading Compactor.  The stability is then determined using the Hveem stabilometer. 

## Hveem Kneading Compactor

## Hveem Stabilometer

**Notes:**
The procedure for the Hveem Stabilometer test is:
   Heat the specimens to 60 C.
   A test load is applied to the specimen at the rate of 1.3 mm per minute and gauge readings are made at 2.22, 4.45 increments up to 26.7 kN.  
   Turn the displacement pump handle clockwise rapidly until the pressure is 690 kPa.  Read the Ames dial and record in 0.25 mm units.  
   The Stabilometer value is determined from that data.

## Hveem Mix Design Method

**Stability**

**Asphalt Content, %**

**Air Voids, %**

**Asphalt Content, %**

**VMA**

**Asphalt Content, %**

**Heavy traffic = 37 stability min.**
**Medium = 35 min.**
**Light  = 30 min.**

**Minimum**

**Minimum**

**Notes:**
As the asphalt content increases the Hveem Stability decreases, the air voids decrease and the VMA decreases to a point and then increases.  As the traffic level increases the stability requirement increases.

## Hveem Mix Design Method

***Hveem Mix Design Method***

- Step 1
- Design Series

- Step 2
- Flushing

- Step 3
- Min. Stability

- Step 4
- Max. AC with 4% Voids

**Notes:**
The following steps are followed in determining the design asphalt content:
      Step 1 - Record the four asphalt contents used for preparing the mix specimens.   Record them in order of increasing amount from left to right.
      Step 2 - Select from Step 1 the three highest asphalt contents that do not exhibit moderate or heavy flushing and record them in step 2.
      Step 3  - Select from Step 2 the two specimens that provide the specified minimum stability  and enter them in step 3.
      Step 4 - Select from Step 3 the highest asphalt content that provides at least 4% air voids.

## Hveem Mix Design

**Advantages**
**Attention to voids, strength, durability**
**Kneading compaction similar to field**
**Strength parameter direct indication of internal friction component of shear strength**
**Disadvantages**
**Equipment expensive and not easily portable**
**Not wide range in stability measurements**

**Notes:**
     The Hveem method has two real advantages.  First, the kneading compactor of laboratory compaction is thought by most engineers to simulate the densification characteristics of HMA in the field.   Second the Hveem stability is a direct measurement of the internal friction component of shear strength.   It measures the ability of a test specimen to resist lateral displacement from application of a vertical load.
      The disadvantage of the Hveem procedure is that the testing equipment is that the equipment is expensive - particularly the kneading compactor and stabiliometer.   There is not a wide range in the stability results. 

## Questions - ?