Manufactured fine aggregate shall be the product produced from the crushing of aggregates meeting the requirements of Section 801 and shall have 100 percent passing the 3/8 inch {9.5 mm} sieve with 95 percent of the material retained on the No. 8 {2.36 mm} sieve having at least one freshly fractured face. Natural fine aggregate is defined as any fine aggregate that is not manufactured fine aggregate. Natural fine aggregate shall be reasonably clean, non-plastic, and uniformly graded sand which shall pass the 3/8 inch {9.5 mm} sieve and not have more than 10 percent passing the No. 200 {75 µm} sieve when tested in accordance with AASHTO T 11 and T 27. Mineral filler meeting the requirements of Section 805, agricultural limestone, or carbonate stone screenings may be used when additional fines are needed.
802.05 Blank.
802.06 Manufactured Sand for Portland Cement Concrete.
Manufactured sand shall meet all of the requirements for ALDOT #100 concrete sand, Article 802.02, except the requirement of Subitem 802.02(b)1a may be increased to five percent if the material is "Dust of Fracture." Manufactured sand may be produced from crushing gravel, granite, sandstone, or quartzite which may be used either as a blend with natural sand or as one hundred percent of the total fine aggregate. Gravel used to produce manufactured sand for use in concrete pavement or bridge superstructure concrete (except prestress concrete) shall have a bulk specific gravity greater than 2.550 (AASHTO T 85). Manufactured sand produced from crushing limestone shall not be used in bridge decks or concrete pavement. However, manufactured limestone sand may be used in prestressed or precast concrete, or cast in place concrete, which will not be exposed to vehicular traffic, if approved by the Engineer.
802.07 Fine Aggregate for White Concrete.
Fine aggregate for white concrete shall be a natural white, washed sand and/or an artificial sand made from white quartz, crushed white limestone, white marble, or white granite and shall contain no discoloring material, clay loam, or other foreign matter. It shall be secured from sources previously tested and approved by the Department for whiteness and light reflecting qualities or by visual comparison shall be, in the opinion of the Engineer, at least as white as the approved standard sample on file in the Engineer's office. Other requirements for this fine aggregate shall conform to Article 802.02, with the gradation requirements in accordance with ALDOT Size No. 106.
802.08 Blank.
802.09 Gradation.
Fine aggregate shall be well graded between the limits specified and the size or sizes designated shall conform to the limits shown in the Fine Aggregate Gradation Table. TABLE OF ALDOT FINE AGGREGATE SIZES Aggregate Size Number DESCRIPTION PERCENT PASSING BY WEIGHT {MASS}, SIEVE SIZE 1 3/8 inch {9.5 mm} No. 4 {4.75 mm} No. 8 {2.36 mm} No. 16 {1.18 mm} No. 50 {300 m} No. 100 {150m} No. 200 {75m} 100 Concrete Sand 100 95-100 80-100 50-90 5-30 0-10 101 Mortar Sand 100 15-40 0-10 104 Plant Mix Sand 100 80-100 105 Manufactured Sand 100 95-100 50-80 20-50 10-25 5-12 106 White Concrete Fine Aggregate 100 95-100 75-100 50-90 10-35 5-15 0-5 NOTES:
1.Figures are percentages by weight {mass} of material finer than each sieve.
2.The F.M. for Size No. 100 when used in Portland cement concrete pavement shall be 2.30 minimum, 3.00 maximum.
3.See Articles No. 802.02 to 802.07 for descriptions. SECTION 804 ASPHALT MATERIALS OPTIONAL TABLE OF ALDOT FINE AGGREGATE SIZES FOR CONCRETE TYPES 2, 3, & 4 DESCRIPTION PERCENT PASSING BY WEIGHT {MASS}, SIEVE SIZE 1/2 inch {12.5 mm} 3/8 inch {9.5mm} No. 4 {4.75 mm} No. 8 {2.36 mm} No 16 {1.18 mm} No. 30 {600 m} No. 50 {300 m} No. 100 {150 m} Concrete Sand 100 95-100 85-100 75-100 50-90 30-80 5-45 0-10 NOTE: Concrete sand for concrete headwalls, inlets, miscellaneous concrete units, slope paving, machine laid curbs, gutters, or combination curbs and gutters may meet this gradation in lieu of the ALDOT Size No. 100 Concrete Sand gradation given above.
802.10 Aggregate for Bituminous Work.
The provisions of Article 801.10 are applicable to all Fine Aggregate used in bituminous work.
802.11 Use, Care, and Handling; Gradation Table.
Use, care, and handling of fine aggregate shall be in accordance with the provisions of Article 801.11, modified with respect to fine aggregate where necessary. SECTION 804 ASPHALT MATERIALS
804.01 General.
The asphalt materials furnished shall be of approved quality and shall meet the requirements shown under its respective type in the following tables and referenced specifications for the kind of material furnished. For any contract, the material furnished shall show uniform test results. Where more than one grade of material is permitted for any item of work, the Engineer shall specify the grade. In all cases, the Engineer will specify the consistency limits for the grade of material shown on the plans and/or proposal. The Contractor may, without extra compensation, supply asphalt material containing approved additives for producing non-stripping characteristics. For such materials, an adjustment in the total asphalt requirements of this subdivision will be made as deemed necessary. Other additives shall not be added to the asphalt material unless expressly authorized in writing by the Materials and Tests Engineer. The use of any unauthorized additive will be cause for rejection of the asphalt material. Sampling of tank cars, tank trucks, distributor trucks, or recirculating storage tanks shall be by the use of a sampling valve, installed in the tanks, as prescribed in Figure 2 of AASHTO R 66. All products furnished for use shall be from an approved producer who is participating in and meeting the requirements of ALDOT-243, ACCEPTANCE PROGRAM FOR ASPHALT MATERIALS, and listed on List I-4, PRODUCERS OF ASPHALT PRODUCTS, of the Department's "Materials, Sources, and Devices with Special Acceptance Requirements" Manual. Refer to Subarticle 106.01(f) and ALDOT-355 concerning this list.
804.02 Performance Graded Asphalt Binders (PGAB).
The material supplied under this Article shall be asphalt prepared by the refining of asphaltic petroleum. No air-blown or oxidized asphalt will be allowed. The refined asphalt binder shall be homogeneous, free of water and shall not foam when heated at 347 °F {175 °C}. The PG 58-22, PG 64-22, and PG 76-22 binders shall conform to the requirements given in AASHTO M-320 as shown in Tables 1, 2 and 4 in Article 804.07. The PG 67-22 binder (not shown in AASHTO M-320) shall conform to the requirements given in AASHTO M-320 and the requirements given in Table 3 of Article 804.07. Shipping temperature of the asphalt from the refinery shall not exceed 356 °F {180 °C} for unmodified binders. For polymer modified binders, shipping temperatures in excess of 356 °F {180 °C} may be allowed with the approval of the Materials and Tests Engineer. At the time of use, the asphalt temperature shall comply with the requirements of Item 401.03(d)2. or Subarticle 410.02(b) whichever is applicable.
804.03 Cutback Asphalt.
The materials supplied under this Article shall be made from liquid asphalt binder and naphtha solvent, so proportioned and mixed that the finished product shall be homogeneous and conform to the requirements of AASHTO M 81 for rapid curing cutback and AASHTO M 82 for medium curing cutback. SECTION 804 ASPHALT MATERIALS
804.04 Emulsified Asphalt.
The materials supplied under this Article shall be homogeneous emulsification of asphalt and shall show no separation of asphalt or objectionable change in viscosity within three months after delivery. Separation at any time caused by freezing or contamination shall be cause for rejection. Emulsified asphalt shall conform to the requirements as shown in Asphalt Materials Table No. 5 in Article 804.07.
804.05 Emulsified Petroleum Resin.
The material supplied under this Article shall be a homogeneous emulsification of petroleum resin. The emulsified petroleum resin shall be supplied from the producer in the form in which it shall be placed. No dilution of the product will be allowed after the product has left the supplier’s facility. Emulsified petroleum resin shall conform to the requirements as shown in Asphalt Materials Table No. 6. in Article 804.07.
804.06 Blank.
804.07 Tables of Asphalt Materials.
a.Asphalt Materials Table Number 1, Grade PG 58-22. ASPHALT MATERIALS TABLE NO. 1 SPECIFICATIONS FOR PERFORMANCE GRADED ASPHALT BINDER Property Grade PG 58-22 Specification Test Method Original Binder Flash Point Temperature Minimum 230 °C AASHTO T 48 Rotational Viscosity Maximum 3 Pa·s @ 135 °C AASHTO T 316 Dynamic Shear, G*/sin d Minimum 1.00 kPa @ 58 °C AASHTO T 315 Rolling Thin Film Oven Residue (AASHTO T 240) Mass Loss (RTFO) Maximum 1.00 % AASHTO T 240 Dynamic Shear, G*/sin d Minimum 2.20 kPa @ 58 °C AASHTO T 315 Pressure Aging Vessel Residue (AASHTO R 28) Dynamic Shear, G*·sin d Maximum 6000 kPa @ 22 °C AASHTO T 315 Phase Angle, δ Minimum 42° @ 22°C AASHTO T 315 Creep Stiffness, S Maximum 300 MPa @ -12 °C AASHTO T 313 m-value Minimum 0.300 @ -12 °C AASHTO T 313
b.Asphalt Materials Table Number 2, Grade PG 64-22. ASPHALT MATERIALS TABLE NO. 2 SPECIFICATIONS FOR PERFORMANCE GRADED ASPHALT BINDER Property Grade PG 64-22 Specification Test Method Original Binder Flash Point Temperature Minimum 230 °C AASHTO T 48 Rotational Viscosity Maximum 3 Pa·s @ 135 °C AASHTO T 316 Dynamic Shear, G*/sin d Minimum 1.00 kPa @ 64°C AASHTO T 315 Rolling Thin Film Oven Residue (AASHTO T 240) Mass Loss (RTFO) Maximum 1.00 % AASHTO T 240 Dynamic Shear, G*/sin d Minimum 2.20 kPa @ 64 °C AASHTO T 315 Pressure Aging Vessel Residue (AASHTO R 28) Dynamic Shear, G*·sin d Maximum6000 kPa @ 25 °C AASHTO T 315 Phase Angle, δ Minimum 42° @ 25°C AASHTO T 315 Creep Stiffness, S Maximum 300 MPa @ -12 °C AASHTO T 313 m-value Minimum 0.300 @ -12 °C AASHTO T 313 SECTION 804 ASPHALT MATERIALS The binder shown in Table No. 2 shall be made by adding polymer to a refined grade of PG 58-22 or shall be blended from PG 76-22 using an ALDOT approved blending procedure at the refinery. Air blown and oxidized asphalt shall not be used. All PG 64-22 shall contain a minimum of 1.5 %, by weight, polymer solids. A sample and infrared scan (Fourier Transform Infrared, FTIR) using the ALDOT 408 test method to determine the styrene and butadiene peaks and polymer percentage at the appropriate polymer loading shall be submitted to the Materials and Tests Engineer for laboratory evaluation prior to use. All polymers shall conform to Section 811 for polymer additives. All Polymer Modified Asphalt Binder manufacturers shall submit the information required in Article
811.01 annually or upon request by the Department.
c.Asphalt Materials Table Number 3, Grade PG 67-22. ASPHALT MATERIALS TABLE NO. 3 SPECIFICATIONS FOR PERFORMANCE GRADED ASPHALT BINDERS (NOT SHOWN IN AASHTO M-320) Property Grade PG 67-22 Specification Test Method Original Binder Flash Point Temperature Minimum 230 °C AASHTO T 48 Rotational Viscosity Maximum 3 Pa·s @ 135 °C AASHTO T 316 Dynamic Shear, G*/sin d Minimum 1.00 kPa @ 67 °C AASHTO T 315 Rolling Thin Film Oven Residue (AASHTO T 240) Mass Loss (RTFO) Maximum 1.00 % AASHTO T 240 Dynamic Shear, G*/sin d Minimum 2.20 kPa @ 67 °C AASHTO T 315 Pressure Aging Vessel Residue (AASHTO R 28) Dynamic Shear, G*·sin d Maximum 6000 kPa @ 26.5 °C AASHTO T 315 Phase Angle, δ Minimum 42° @ 26.5°C AASHTO T 315 Creep Stiffness, S Maximum 300 MPa @ -12 °C AASHTO T 313 m-value Minimum 0.300 @ -12 °C AASHTO T 313
d.Asphalt Materials Table Number 4, Grade PG 76-22. ASPHALT MATERIALS TABLE NO. 4 SPECIFICATIONS FOR PERFORMANCE GRADED ASPHALT BINDER Property Grade PG 76-22 Specification Test Method Original Binder Flash Point Temperature Minimum 230 °C AASHTO T 48 Rotational Viscosity Maximum 3 Pa·s @ 135 °C AASHTO T 316 Dynamic Shear, G*/sin d Minimum 1.00 kPa @ 76°C AASHTO T 315 Rolling Thin Film Oven Residue (AASHTO T 240) Mass Loss (RTFO) Maximum 1.00 % AASHTO T 240 Dynamic Shear, G*/sin d Minimum 2.20 kPa @ 76 °C AASHTO T 315 Elastic Recovery Minimum 50 %@ 10°C AASHTO T 3011 Pressure Aging Vessel Residue (AASHTO R 28) Dynamic Shear, G*·sin d Maximum 6000 kPa @ 26.5 °C AASHTO T 315 Phase Angle, δ Minimum 42° @ 31°C AASHTO T 315 Creep Stiffness, S Maximum 300 MPa @ -12 °C AASHTO T 313 m-value Minimum 0.300 @ -12 °C AASHTO T 313 1The following exceptions shall be made to the requirements given in AASHTO T 301: The statement given in Section 4.5 that reads "Attach the clips to the pins or hooks of the force adapter and the testing machine…" shall be disregarded. The mold shall be in accordance with the requirements given in ASTM D 6084 with dimensions noted in this method. All Elastic Recovery failures will be subject to FTIR scans for acceptability. All binders used in Table 4 shall be made by the addition of polymer to refined grades of PG 67-22 without using air blown or oxidized asphalt. All PG 76-22 shall contain a minimum of 2.5 %, by weight, polymer solids. SECTION 804 ASPHALT MATERIALS A sample and infrared scan (Fourier Transform Infrared, FTIR) using the ALDOT 408 test method to determine the styrene and butadiene peaks along with the percentage of polymer added at the appropriate polymer loading shall be submitted to the Materials and Tests Engineer for laboratory evaluation prior to use. All polymers shall conform to Section 811 for polymer additives. All Polymer Modified Asphalt Binder manufacturers shall submit the information required in Article
811.01 annually or upon request by the Department.
SECTION 804 ASPHALT MATERIALS
e.Asphalt Materials Table Number 5, Emulsified Asphalts. Notes to Asphalt Materials Table No. 5.
FINE AGGREGATES in other states
Get an email when 802 changes
Alabama revises spec sections through supplementals and new editions. We check this one every week and email you the day it changes. Free, no account.
Source: 2026 Standard Specifications for Highway Construction, 2026 Edition. Pages 682–687 of 826. View official source ↗