The term stabilized base, presented in this section, refers to a class of paving materials that are mixtures of one or more sources of aggregate and cementitious material(s) blended with a sufficient amount of water, that result in a mixture having a moist, nonplastic consistency that can be compacted to form a dense mass and gain strength. This class of base or subbase materials is not meant to include the stabilization of soils or aggregates using asphalt cement or emulsified asphalt.
Soil-cement (or cement-treated base) is probably the earliest example of a stabilized base material. Roller-compacted concrete, which is similar to, but more granular than soil-cement, is another type of stabilized base product. Probably the most frequently used type of stabilized base materials are the basic lime (and/or cement)-fly ash-aggregate family of mixtures, which can use many different combinations of reagents(s) and aggregate(s) together with coal fly ash. Calcium chloride has also been used to a lesser degree in some of the warmer regions of the country for mechanical stabilization of dense-graded aggregate base courses.
The purpose of a stabilized base or subbase layer is to provide a transitional load-bearing strata between the pavement layer, which directly receives the wheel loadings of vehicular traffic, and the underlying subgrade soil. Stabilized base or subbase materials may be used to provide support for either flexible or rigid pavements, but are more frequently used with flexible pavements.
Stabilized base or subbase materials are either mixed in place at the job site, or are mechanically combined in a mixing plant and transported to the site. These materials are spread evenly in loose layers on a prepared subgrade or subbase using either a blade-grader bulldozer, spreader box, or paving machine. Once the material has been spread, it is then densified by means of conventional rollers of compaction equipment.
The components of a stabilized base or subbase mixture include aggregate, cementitious materials, and water.
Aggregates comprise the major portion of stabilized base. Normally, between 80 to 95 percent by weight of a stabilized base or subbase mix may consist of aggregates. A wide range of different types and gradations of aggregates have been used in stabilized base and subbase mixtures. These include conventional aggregate sources, such as crushed stone or sand and gravel, and other aggregate materials, such as blast furnace slag, recycled paving materials, and bottom ash or boiler slag from coal-fired power plants. Reclaimed pavement materials have also been successfully recycled into stabilized base and subbase mixtures, as have some marginal aggregates. Aggregates used should have the proper particle size, shape, gradation, and particle strength to contribute to a mechanically stable mixture.
The key to strength development in stabilized base or subbase mixtures is in the matrix that binds the aggregate particles together. The strength of the matrix is affected by the cementitious material used in the mixture. The amount of cementitious material in a stabilized base or subbase mix usually ranges from 5 to 10 percent by weight of the mix, but may in some cases comprise as much as up to 20 percent by weight if a lighter weight aggregate is used.
A number of different cementitious materials have been successfully used to bind or solidify the aggregate particles in stabilized base or subbase mixtures. The material that has been most frequently used is Portland cement
In some parts of the United States, mainly west of the Mississippi River, fly ash from the burning of sub-bituminous coal is widely available and, because it exhibits self-cementing characteristics when mixed with water, it can be used by itself with no other cementitious material to bind aggregate particles together.
Coal fly ash, produced during the combustion of bituminous coal, is frequently used in stabilized base mixtures. Since this type of fly ash is a pozzolan, the mixtures in which it is used are often referred to as pozzolanic stabilized base (PSB) mixtures. Pozzolans are materials composed of amorphous siliceous or siliceous and aluminous material in a finely divided (powdery) form (similar in size to Portland cement particles) that will, in the presence of water, react with an activator to form compounds possessing cementitious properties. Pozzolan activators are alkaline materials that contain calcium and magnesium compounds present in sufficient amounts to chemically react in the presence of water with the silicate and aluminates in the pozzolan. Descriptions of various kinds of pozzolans and their specifications are provided in ASTM C618.
In PSB compositions, the fly ash is usually used in combination with either lime, Portland cement, or kiln dust, plus water, to form the matrix that cements the aggregate particles together. When used with a chemical reagent, this type of fly ash normally comprises between 10 and 20 percent by weight of a stabilized base or subbase mix. When used with lighter weight aggregates (such as coal bottom ash), the percentage of fly ash may be as high as 30 percent or more.
MATERIAL PROPERTIES AND TESTING METHODS
Aggregates used in stabilized base and subbase mixtures play a major role in determining the quality and performance of stabilized base and subbase mixtures. Aggregate materials used in these types of mixtures must be properly graded and possess good to adequate particle shape, strength, and integrity.
AASHTO, in conjunction with the Association of General Contractors (AGC) and the American Road and Transportation Builders Association (ARTBA), has published a Guide Specification for Pozzolanic Stabilized Mixture (PSM) Base Course or Subbase (see reference section). This guide specification recommends quality requirements for aggregates.
The following is a list and brief comments on some of the more important properties of aggregates that are used in stabilized base and subbase mixes:
- Gradation – a wide range of aggregate sizes and gradations have been used in stabilized base and subbase mixtures. A number of different aggregate gradations may be considered, provided mixture design data for strength and durability can be furnished that indicates that such mixtures are capable of satisfying applicable strength and durability criteria. To maximize mix density, minimize void spaces, and not compromise the durability of the stabilized base mix, it has been recommended by the Portland Cement Association (PCA) and others that at least 55 percent of the aggregate used be finer than 4.75 mm (No. 4 sieve).
- Abrasion Resistance – aggregate particles in stabilized base and subbase mixtures must possess sufficient particle strength to resist degradation and breakdown during construction and under repeated traffic loadings.
- Durability – aggregates used in stabilized bases and subbases must be sound and durable and able to meet the soundness quality requirements.
- Unit Weight – the unit weight of the aggregate used in stabilized base and subbase mixtures is an indicator of the compacted density of the mix containing this aggregate.
- Deleterious Substances – aggregates used in stabilized base and subbase mixtures should be reasonably free of deleterious substances, such as clay, shale, coal, coke, vegetation, or other debris.
- Plasticity – the fraction of the aggregate that passes the No. 40 sieve should have a liquid limit no greater than 25 and a plasticity index less than 4 (essentially nonplastic).
Standard test methods typically used to assess the suitability of conventional aggregate materials for use in stabilized base and subbase applications are listed in Table 10.
|General Specifications||Materials for Aggregate and Soil-Aggregate Subbase, Base and Surface Courses||AASHTO M147|
|Graded Aggregate Material for Bases or Subbases for Highways or Airports||ASTM D2940|
|Gradation||Sieve Analysis of Fine and Coarse Aggregates||ASTM C136/AASHTO T27|
|Sizes of Aggregate for Road and Bridge Construction||ASTM D448/AASHTO M43|
|Particle Shape||Index of Aggregate Particle Shape and Texture||ASTM D3398|
|Flat and Elongated Particles in Coarse Aggregate||ASTM D4791|
|Abrasion Resistance||Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine||ASTM C535|
|Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine||ASTM C131/AASHTO T96|
|Soundness||Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate||ASTM C88/AASHTO T104|
|Unit Weight||Unit Weight and Voids in Aggregate||ASTM C29/C29M/AASHTO
|Deleterious Components||Sand Equivalent Value of Soils and Fine Aggregate
(Indirect measure of clay content of aggregate mixes)
|Liquid and Plastic Limit||Liquid Limit, Plastic Plasticity Index of Soils||ASTM D4318|
Cementitious materials used in stabilized base and subbase mixes must be capable of reacting to bind the particles of aggregate together into a stable mass that is able to support imposed wheel loadings and resist the deteriorating effects of climate and water. Some of the more important properties of cementitious materials used in a stabilized base application include:
- Fineness – the fineness of the cement or supplementary cementitious materials affects heat release and rate of hydration. Finer materials react faster, with a corresponding increase in early strength development. Fineness also influences workability, since the finer the material, the greater the surface area and frictional resistance of the plastic mixture.
- Setting Time – the setting time for the cement paste is an indication of the rate at which hydration reactions are occurring and strength is developing.
- Compressive Strength – compressive strength is influenced by cement composition and fineness. Compressive strengths for different cements or cement blends are established by compressive strength testing of mortar cubes.
- Specific Gravity – specific gravity is not an indication of the quality of the cement, but is required for concrete mix design calculations.
Table 11 provides a list of standard laboratory tests that are presently used to evaluate the mix design or expected performance of cementitious materials for use in stabilized base mixtures.
The most important properties of fly ash (or other pozzolans) used in stabilized base mixtures include:
- Fineness – the fly ash particles must be fine enough to provide sufficient surface area and for reaction with Portland cement or other activators (such as lime, lime kiln dust, or cement kiln dust) and to enhance the flowability of the flowable fill mix.
- Pozzolanic Activity – pozzolanic fly ash must be composed of a sufficient amount of silica and alumina to react chemically with available calcium to form cementitious compounds, while self-cementing fly ash must contain sufficient calcium and magnesium silicate and aluminates to develop strength in the presence of water.
|General Specifications||Portland Cement||ASTM C150|
|Blended Hydraulic Cement||ASTM C595|
|Expansive Hydraulic Cement||ASTM C845|
|Pozzolan Use as a Mineral Admixture||ASTM C618|
|Fineness||Fineness of Hydraulic Cement by the 150 mm (No. 100) and 75 mm (No. 200) Sieves||ASTM C184/
|Fineness of Hydraulic Cement and Raw Materials by the 300 mm (No. 50), 150 mm (No. 100) and 75 mm (No. 200) Sieves by Wet Methods||ASTM C786|
|Fineness of Hydraulic Cement by the 45 mm (No. 325) Sieve||ASTM C430/
|Fineness of Portland Cement by Air Permeability Apparatus||ASTM C204/
|Fineness of Portland Cement by the Turbidimeter||ASTM C115/
|Setting Time||Time of Setting of Hydraulic Cement by Vicat Needle||ASTM C191/
|Time of Setting of Hydraulic Cement by Gillmore Needles||ASTM C266/
|Time of Setting of Hydraulic Cement Mortar by Modified Vicat Needle||ASTM C807|
|Compressive Strength||Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or 50 mm Cube Specimens)||ASTM C109/
|Compressive Strength of Hydraulic Cement Mortars (Using Portions of Prisms Broken in Flexure)||ASTM C349|
|Specific Gravity||Density of Hydraulic Cement||ASTM C188/
Table 12 lists applicable test methods that contain criteria for evaluating the suitability of fly ash for use in stabilized base and subbase mixtures.
|General Specification||Fly Ash and Other Pozzolans for Use with Lime||ASTM C593|
|Fineness||Sampling and Testing Fly Ash or Natural Pozzolans for Use as Mineral Admixture in Portland Cement Concrete||ASTM C311|
|Pozzolanic Activity||Characterization of Fly Ash for Use in Soil Stabilization||ASTM C311|
STABILIZED BASE OR SUBBASE MIXTURES
The mix proportions for a properly designed stabilized base or subbase mixture are determined in the laboratory during mix design testing. To perform properly in the field, a well-designed stabilized base or subbase mixture must be properly compacted and be capable of developing sufficient strength and durability to meet or exceed design criteria. Properly designed stabilized base or subbase materials should be evaluated for the following properties:
- Compressive Strength – this refers to the ability of a well-compacted stabilized base mixture to develop a specified minimum level of unconfined compressive strength under specified curing conditions.
- Durability – this refers to the ability of a well-compacted stabilized base mixture to resist the deteriorating effects of cyclic freezing and thawing, and/or wetting and drying, once the material has achieved its design strength.
- Maximum Dry Density – the maximum density or compacted unit weight of a stabilized base mixture that has been compacted at or very close to optimum moisture content using prescribed laboratory compaction procedures.
- Optimum Moisture – the moisture content at which the maximum dry density of a stabilized base mixture is achieved in the laboratory using prescribed compaction procedures.
- Compacted Density – the actual in-place density of a stabilized base material that has been compacted in the field according to project specifications.
- Volumetric Stability – this refers to the ability of a well-compacted stabilized base material to maintain its volumetric dimensions and resist potentially expansive chemical reactions after placement and compaction.
- Resilient Modulus – this property defines the relationship between repeated axial stress applied to a base or subbase material and the deformation response of the material and can be used in multi layered pavement design.
Table 24-13 provides a list of standard laboratory test methods that are used to evaluate the mix design properties and/or performance characteristics of stabilized base or subbase mixtures.
|Compressive Strength||Fly Ash and Other Pozzolans for use with Lime||ASTM C593|
|Making and Curing Soil-Cement Compression and Flexure Test Specimens in the Laboratory||ASTM D1632|
|Freeze-Thaw Durability||Fly Ash and Other Pozzolans for use with Lime||ASTM C593|
|Freezing and Thawing Tests of Compacted Soil-Cement Mixtures||ASTM D560|
|Maximum Dry Density
and Optimum Moisture Content
|Moisture-Density Relations of Soils and Soil-Aggregate Mixtures using 5.5 lb (2.49 kg) Rammer and 12 in (305 mm) Drop
Moisture-Density Relations of Soils and Soil-Aggregate Mixtures using 10 lb (4.59 kg) Rammer and 18 in (457 mm) Drop
|ASTM D698 (Standard)
ASTM D1557 (Modified)
|Compacted Density||Density of Soil in Place by the Sand Cone Method||ASTM D1556|
|Density and Unit Weight of Soil in Place by the Rubber Balloon Method||ASTM D2167|
|Volumetric Stability||One-Dimensional Expansion, Shrinkage, and Uplift Pressure of Soil-Lime Mixtures||ASTM D3877|
|Resilient Modulus||Resilient Modulus of Unbound Granular Base/Subbase Materials and Subgrade Soils||AASHTO T274|
REFERENCES FOR ADDITIONAL INFORMATION
AASHTO/AGC/ARTBA Guide Specification for Pozzolanic Stabilized Mixture (PSM) Base Course or Subbase. American Association of State Highway and Transportation Officials, Washington, DC, 1988.
AASHTO Guide for Design of Pavement Structures. American Association of State Highway and Transportation Officials, Washington, DC, 1993
Lime Stabilization Construction Manual. National Lime Association, Arlington, Virginia, 1980.
Materials for Stabilization. American Road and Transportation Builders Association, Washington, DC, 1977.
Soil-Cement Construction Handbook. Portland Cement Association, Skokie, Illinois, 1995.
Soil Stabilization in Pavement Structures. A User’s Manual. Volumes 1 and 2. Federal Highway Administration, Report No. FHWA-IP-80-2, Washington, DC, 1980.
Stabilization and Pavement Recycling. American Road and Transportation Builders Association, Washington, DC, 1979.