highway construction or maintenance, will be charged to the Contractor who requested such inspections.
800.03 Testing, General.
Where maximum and minimum specification limits are given, it is intended and expected that materials having approximately mean values will be furnished under the respective specifications. The established allowances for variations in the determination of these values are considered in establishing the limits and no tolerances in excess of the established variation allowances will be permitted unless so specifically stated in the proposal or on the plans. Unless otherwise specified in the test procedure or material specification, all test results will be rounded off in accordance with ASTM E 29 and reported to the same number of places as the specification. Where material is fabricated of or treated with another material or any combination of materials is assembled to form a product, any or all of which are covered by these specifications, the failure of any of the components of the product to comply with the designated specifications shall be deemed sufficient cause for the rejection of the whole. The sieves used for testing materials shall be woven wire cloth conforming to ASTM E 11.
800.04 Tests for Concrete Materials.
Preliminary samples of fine aggregate, water, and cement shall be subject to both 7 and 28 day tests or their equivalent and acceptance based thereon. During the progress of the work, these materials may be accepted on the basis of the 7 day test, except that Type III cement may be accepted on the basis of the 3-day test.
800.05 Bituminous Mixture Stability and Density Test.
These tests shall conform to the current methods as described in ALDOT-307 or ALDOT-344, depending on the maximum aggregate size.
800.06 Measurement of Liquid Bituminous Materials.
a.Measurement. Actual measurement shall be in accordance with the provisions of Subarticle 109.02(a) and/or (b).
b.Procedure. Unless otherwise provided in the proposal form, the procedure in conjunction with all shipments in tank cars or trucks shall be as follows:
1.The producer or supplier shall furnish to the Engineer in charge of the project a shipping notice (Form BMT-146) for each shipment, containing the following information:
a.Tank number and initials, if any.
b.Type, grade, and weight {mass} of bituminous material contained.
c.Date of Shipment.
d.Shipping Point.
e.Destination.
f.Consignee.
g.Project Number.
h.Temperature of bituminous materials, degrees Fahrenheit {Celsius}, at time truck tank was measured. Failure to furnish data will be cause for rejecting the shipment.
2.Before each shipment of bituminous material is unloaded, the Engineer shall be given opportunity to make such measurement as necessary to determine the net quantity of materials delivered.
3.Conversion of verified weight to gallons {mass to liters} may be used for measurement purposes provided prior written approval is obtained from the Engineer.
800.07 Soil Analysis Test.
a.Mechanical Analysis. This test shall be performed in accordance with AASHTO T 88.
b.Elutriation Test for Clay. This test shall be performed in accordance with AASHTO T 88. SECTION 801 COARSE AGGREGATE
c.California Bearing Test. The California Bearing Test shall be performed in conformity with AASHTO T 193 as modified by ALDOT-115.
d.Liquid Limit. This test shall be performed in accordance with AASHTO T 89 as modified by ALDOT-232.
800.08 Field Performance Test.
In addition to specifications and tests specified, it may be necessary to have certain materials undergo field performance testing for a prescribed period. The materials involved and the specified field performance testing will be determined by the Department's Product Evaluation Board (PEB). The PEB will determine which type of material will require this field performance testing and the duration thereof. In general, this will include materials such as Pavement Markers, Concrete Joint Fillers and Sealants, Concrete Patching Materials, Epoxies, Reflective Material for Object Safety Markings, Membranes for Waterproofing Joints, and certain pavement marking materials. SECTION 801 COARSE AGGREGATE
801.01 Description.
a.General. Coarse aggregate shall consist of crushed or uncrushed gravel, crushed stone, or crushed slag, having hard, strong, durable pieces, free from adherent coatings and conforming to the requirements provided in this Section. Gravel aggregate for use in bituminous plant mixes and bridge superstructure concrete (except prestressed concrete) shall have a bulk specific gravity greater than 2.550 (AASHTO T 85).
b.Acceptance. The Department has established a list of qualified producers of coarse aggregates. Refer to Subarticle 106.01(f) and ALDOT-355 concerning this list. All coarse aggregates furnished shall come from an approved producer who is participating in and meeting the requirements of ALDOT-249, "Quality Control Program for Acceptance of Fine and Coarse Aggregates". The producer's name shall be listed in the Department's "Materials, Sources and Devices With Special Acceptance Requirements" manual, List I-1.
801.02 Deleterious Substances.
Material suspected of containing deleterious substances will be examined in the laboratory and will be rejected if the amount is considered objectionable. Coarse aggregate for Portland cement concrete and cover aggregate for bituminous treatment shall be washed and shall be free from adherent coatings. Coating on crushed stone shall be dust of fracture as determined by washing the material passing the No. 200 {75 µm} sieve in accordance with AASHTO T 11 or visual inspection using a petrographic microscope. Adherent coating will be checked by washing in a large container without scrubbing or applying water pressure. The aggregate will then be checked for adherent coating by visual inspection. Aggregate that has an adherent coating will not be acceptable. The amount of deleterious substances shall not exceed the limits shown in the following table. SECTION 801 COARSE AGGREGATE MAXIMUM ALLOWABLE DELETERIOUS MATERIALS IN COARSE AGGREGATE TYPE OF DELETERIOUS MATERIAL Bituminous Surface Treatments and Concrete Classes A, B and D*** All Other Uses Coal and Lignite (Visual) 0.25 % 0.25 % Clay Lumps (AASHTO T 112) 0.25 % 0.25 % Material Passing the No. 200 {75 µm} Sieve (AASHTO T 11) 1.0 % 2.0 % Flat or Elongated particles (5:1 Ratio) (ASTM D 4791 by Weight {Mass}) 10.0 % 10.0 % Flat or Elongated particles (3:1 Ratio) (ASTM D 4791 by Weight {Mass}) 20.0 % 20.0 % Other local deleterious substances (Shale, Mica, Marcasite, etc.) (Visual) 2.0 % 2.0 % Reactive Silica (via ASTM C 25) (* restrictions apply to the use of limestone in Portland Cement Concrete) 8.0 % 8.0 % Absorption ** ** * See NOTE 1 following this table. ** See NOTE 2 following this table. *** See NOTE 3 following this table. NOTE 1: One of the three following options shall be used for the design of concrete mixes with limestone aggregates that contain more than 8.0% silica. The submittal of a concrete mix design using limestone aggregate with more than 8% silica will not be approved if it does not include one of the following three options: Option 1: Class F fly ash shall be substituted for cement at a fixed rate of 20% replacement by weight. Option 2: Ground Granulate Blast Furnace Slag (GGBFS) shall be substituted for cement at a fixed rate of 50 % replacement by weight. GGBFS increases the time of setting of concrete, therefore, this option shall be used only for concrete placed at ambient temperatures of 45 ºF {7 ºC} or above. Option 3: Class C fly ash and micro silica shall be substituted for cement at a fixed rate of 35 % replacement by weight. The distribution of the replacement shall be 30 % Class C fly ash and 5 % micro silica by weight. NOTE 2: The restriction of the amount of absorption applies to gravel aggregates only for the following applications. Gravel for use in bituminous plant mixes and bridge superstructure concrete (except prestressed concrete) shall have a total sample absorption not greater than 2.0 percent on the material passing the 3/4 inch {19.0 mm} sieve and retained on the No. 4 {4.75 mm} sieve as per modified AASHTO T 85. Section 8.1 of AASHTO T 85 shall be modified to require a 15-minute vacuum saturation period as per Section 6.3 of AASHTO T 209 prior to the required 15-19 hour soaking period. NOTE 3: The maximum allowable deleterious materials in coarse aggregate used in Class A concrete applies only to concrete used for bridge substructures, box culverts, retaining walls, and concrete safety barriers.
801.03 Crushed Stone, Gravel, and Crushed Gravel.
a.General. Crushed stone shall be from approved ledges or working strata within an approved source and shall consist of clean, tough, durable fragments, reasonably free of shale, conforming to requirements for the type use noted in Subarticle 801.03(b) and the gradation specified. Gravel shall consist of a clean, tough, durable, natural rounded or semi-rounded siliceous rock, free from coatings of any character, and conforming to the gradation specified. Crushed gravel shall consist of crushed fragments of gravel, conforming to the requirements of Subarticles (a) and (b) of this Article. SECTION 801 COARSE AGGREGATE Gravel for use in bituminous plant mixes and bridge superstructure concrete (except prestressed concrete) shall have a bulk specific gravity greater than 2.550 (AASHTO T 85). Unless otherwise specified, at least 80 percent by weight {mass} of the blended aggregate retained on the No. 4 {4.75 mm} sieve shall have at least two fully fractured faces measured in accordance with ASTM D 5821.
b.Physical Tests. Crushed stone, gravel, and crushed gravel shall meet the following requirements for the respective physical tests: Cement Concrete Bituminou s Work All Other Uses
1.Percent Wear Los Angeles Test (AASHTO T 96) 50 Max. 48 Max. * 60 Max.
2.Percent Sound, Soundness Test (AASHTO T 104 using Sodium Sulphate and 5 Cycles) 90 Min. 90 Min. 90 Min. * Except for Sandstone and Blast Furnace Slag, 55 Max.
801.04 Blank.
801.05 Crushed Slag.
a.General. Slag is defined as a stone-like siliceous material with porous faces produced as a by-product of various manufacturing processes. Crushed slag produced from processing slag obtained from sources approved by the Materials and Tests Engineer shall consist of clean, tough, durable pieces, reasonably uniform in density and quality without thin or elongated pieces, free from deleterious substances, and conforming to the specified gradation. Crushed slag furnished for use in Bituminous Wearing Surface layers shall, in addition to the above, be restricted in its glassy particles content, when tested in accordance with ALDOT-321 to the following: Type Wearing Surface Glassy Particle Content Surface Treatments 10% Maximum Open Graded P.M. 10% Maximum Dense Graded P.M. 25% Maximum
b.Physical Tests. Physical tests for crushed slag shall be the same as provided by Subarticle 801.03(b) for the type of construction specified, i.e., soil type, or bituminous.
801.06 Coarse Aggregate for White Concrete.
This coarse aggregate shall be white or very light-colored gravel, limestone, marble, or granite, subject to the approval of the Engineer for color and otherwise conforming to the specifications of this section for coarse aggregate. The size number will be shown on the plans and/or proposal.
801.07 Coarse Aggregate for Mastic (For Water Proofing Concrete Surfaces).
Coarse aggregate for mastic shall be a well crushed stone, slag, or washed gravel that will pass a 3/8 inch {9.5 mm} sieve and be retained on a No. 8 {2.36 mm} sieve. It shall be free from soft particles and organic matter.
801.08 Gradation.
Coarse aggregate shall be graded between the limits specified and the size or sizes designated shall conform to the limits shown in the following Coarse Aggregate Gradation Table provided in Subarticle 801.11(d).
801.09 Aggregates for Base.
Aggregates for base layers shall consist of gravel, crushed gravel, crushed slag, or crushed stone as specified for the type of base designated; however, sand and gravel from local roadside pits will only be required to comply with the applicable portion of Section 826.
801.10 Aggregates for Bituminous Work.
Aggregate for bituminous work shall be one or a combination of the aggregates specified for the type of bituminous work involved. It shall be uniformly graded so as to meet the gradation requirements SECTION 801 COARSE AGGREGATE for the size designated to be used. The aggregate shall be of such nature that when once thoroughly dried and coated with the bituminous material proposed for construction, the coating will not strip off upon contact with water.
801.11 Use, Care, and Handling: Gradation Table and Explanation.
a.Care and Handling. Care and handling shall be as provided by Article 106.05.
b.Storage. Attention is directed to the requirements of Article 106.05 and the following: The Contractor shall prepare the storage area as needed; any stockpiled material that cannot be removed without including dirt or other foreign matter shall be rejected. Stockpiling shall be as provided by ALDOT-175. Different sizes of aggregate and aggregate from different sources shall be stored in separate stockpiles sufficiently separated from each other so that the material will not become intermixed. Any material which segregates so that the grading no longer conforms to that specified shall be rejected for use.
c.Use. At the time of their use, the aggregates shall be free from all foreign materials. When more than one size of aggregate is required, the various sizes shall be combined in proper proportions at the mixer or plant. Aggregates stored in proportioning bins shall be protected from rain by waterproof coverings.
d.Coarse Aggregate Gradation Table. TABLE OF ALDOT COARSE AGGREGATE SIZES * PERCENT PASSING BY WEIGHT {MASS}, EACH LABORATORY SIEVE (U.S.A. STANDARD SERIES) Size > 4 inch {100 mm} 3.5 inch {90 mm} 3 inch {75 mm} 2.5 inch {63 mm} 2 inch {50 mm} 1.5 inch {37.5 mm} 1 inch {25.0 mm} 3/4 inch {19.0 mm} 1/2 inch {12.5 mm} 3/8 inch {9.5 mm} # 4 {4.75 mm} # 8 {2.36 mm} # 16 {1.18 mm} # 50 {300 m} # 100 {150 m} # 200 {75 m} Number Ú 1 100 90-100 25-60 0-15 0-5 2 100 90-100 35-70 0-15 0-5 24 100 90-100 25-60 0-10 0-5 3 100 90-100 35-70 0-15 0-5 357 100 95-100 35-70 10-30 0-5 4 100 90-100 20-55 0-15 0-5 467 100 95-100 35-70 10-30 0-5 410 100 85-100 60-85 30-60 18-30 11-20 8-15 5-9 2-6 5 100 90-100 20-55 0-10 0-5 56 100 90-100 40-85 10-40 0-15 0-5 57 100 95-100 25-60 0-10 0-5 6 100 90-100 20-55 0-15 0-5 67 100 90-100 20-55 0-10 0-5 68 100 90-100 30-65 5-25 0-10 0-5 610 100 90-100 25-60 7-30 0-15 7 100 90-100 40-70 0-15 0-5 78 100 90-100 40-75 5-25 0-10 0-5 710 100 90-100 50-85 12-35 0-15 8 100 85-100 10-30 0-10 0-5 89 100 90-100 20-55 5-30 0-10 0-5 810 100 70-90 50-74 38-62 20-42 9-24 8910 100 90-100 60-85 40-70 10-25 1-5 9 100 85-100 10-40 0-10 0-5 10 100 85-100 10-30 * Explanation of Table
1.Tabulated figures are percentages by weight {mass} of material finer than each laboratory sieve.
2.Exclusive of lightweight aggregates, the minimum dry rodded weight per cubic foot {mass per cubic meter} shall be 65 pounds {1040 kg} for Sizes 1, 3, and 4, and 70 pounds {1120 kg} for other sizes. See Article 801.12 for weight {mass} of lightweight aggregate.
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Source: 2026 Standard Specifications for Highway Construction, 2026 Edition. Pages 674–678 of 826. View official source ↗