SECTION 901 – AGGREGATES
901.01 Source
Use aggregates from a single source and geological classification in any one construction item unless otherwise authorized. Use only sources of aggregate that are listed on the QPL. The ME may allow aggregates fr om different sources if they are of the same geological classification and have similar specific gravities and aggregate properties. Use test methods for gradation according to the appropriate provisions of AASHTO T 11 or T 27, unless otherwise noted. Gradations of aggregates in the various tables of this and other Sections are the percentages passing by weight. The aggregate producer shall submit annually, to the ME for approval, a quality control plan for the aggregate products. The aggregate producer may obtain guidelines for developing the quality control plan from the ME upon request.
901.02 Stockpiles
Provide an area for each stockpile of adequate size, reasonably uniform in cross section, well drained, and cleared of foreign materials. At concrete and HMA mixing plants, stockpile a sufficient quantity of aggregate to provide for a minimum of 1 day’s operations. Place the aggregate stockpiles on a firm, hard surface, such as a compacted aggregate, HMA, or concrete surface. Construct the stockpile by placing the aggregates in layers of not more than 3 feet thick. Locate the piles so that there is no contamination by foreign material and no intermingling of aggregates from adjacent piles. Do not use steel-tracked equipment on the stockpiles. Do not store aggregates from different sources, geological classifications, or of different gradings in stockpiles near each other unless a bulkhead is placed between the different materials . If blending aggregates of different gradings and from different sources, proportion through weigh hoppers. The ME may allow loader blending of aggregate stockpiles if included in the approved aggregate producer’s quality control plan. The Department will reject aggregates found segregated or contaminated. If a stockpile is rejected for segregation , the Contractor may reconstruct it for further evaluation. Use methods that prevent segregation when charging aggregates from stockpiles. Do not use washed aggregates sooner than 24 hours after washing or until the surplus water has drained out and the material has a uniform moisture content. Do not stockpile RAP higher than 15 feet. Cover or otherwise protect stockpiles of RAP for use in HMA to prevent buildup of moisture.
901.03 Coarse Aggregate
Obtain coarse aggregate as specified in 901.01. Use coarse aggregate that is bro ken stone or washed gravel graded as specified Table 901.03-1. Stockpile coarse aggregate as specified in 901.02. The ME will sample coarse aggregate as specified in Table 901.03-2. Table 901.03-1 Standard Sizes of Coarse Aggregate Amounts Finer than Each Laboratory Sieve, Percentage by Weight No. Nominal Size 4" 3 1/2" 3" 2 1/2" 2" 1 1/2" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 16 No. 50 No. 100 1 3 1/2" – 1 1/2" 100 90-100 25-60 0-15 0-5 2 2 1/2" – 1 1/2" 100 90-100 35-70 0-15 0-5 3 2" – 1" 100 90-100 35-70 0-15 0-5 4 1 1/2" – 3/4" 100 90-100 20-55 0-15 0-5 5 1" – 1/2" 100 90-100 20-55 0-10 0-5 57 1" – No. 4 100 95-100 25-60 0-10 0-5 67 3/4"– No. 4 100 90-100 20-55 0-10 0-5 7 1/2" – No. 4 100 90-100 40-70 0-15 0-5 8 3/8" – No. 8 100 85-100 10-30 0-10 0-5 9 No. 4 – No. 16 100 85-100 10-40 0-10 0-5 10 No. 4 – No. 200 100 85-100 10-30 Table 901.03-2 Coarse Aggregate Sampling Coarse Aggregate, No. Sample Size (pounds) Frequency 1 150 1000 tons or 830 cubic yards 2 100 1000 tons or 830 cubic yards 3 90 1000 tons or 830 cubic yards 4 70 1000 tons or 830 cubic yards 5 & 57 50 500 tons or 415 cubic yards 67 30 500 tons or 415 cubic yards 7 20 250 tons or 200 cubic yards 8, 9, & 10 (stone sand) 10 250 tons or 200 cubic yards
901.03.01 Broken Stone
Use broken stone that is uniform in texture and quality , and that conforms to the requirements specified in Table 901.03.01-1. Table 901.03.01-1 Requirements for Broken Stone Aggregate Property Test Method Maximum Percent Weathered and deleterious stone NJDOT A-3 5 Broken stone other than that classification approved for use NJDOT A-3 5 Flat and elongated pieces for graded material No. 67 and larger (length greater than 5 times the thickness or width) ASTM D 4791 10 Absorption in cold water: No. 9 and larger AASHTO T 85 1.8 Stone sand only (No. 10) AASHTO T 84 2.0 Sodium sulfate soundness, loss AASHTO T 104 10 Adherent fines in coarse aggregates: HMA NJDOT A-4 1.5 Concrete NJDOT A-4 1.0 Percentage of wear (Los Angeles Abrasion Test): HMA surface course AASHTO T 96 40 HMA intermediate or base course AASHTO T 96 45 Concrete surface course and bridge decks AASHTO T 96 40 Concrete, other AASHTO T 96 50 Dense-graded aggregate base course AASHTO T 96 50 The geologic classifications are as follows:
1.Argillite. A thoroughly indurated and cohesive rock composed predominantly of silt size or smaller particles of clay, quartz, and feldspar or the fine-grained thermal recrystallization products of this assemblage (hornfels). Ensure rock is bedded thickly enough so as not to break into thin pieces at planes of stratification.
2.Carbonate Rock. A thoroughly indurated and cohesive rock composed predominantly of calcite and dolomite, bedded thickly enough so as not to break into thin pieces at planes of stratificatio n. Minerals insoluble in hot hydrochloric acid are discrete grains of quartz, clay, and mica.
3.Gneiss. A metamorphic rock consisting principally of quartz and feldspar. Ensure rock has a dense structure, with a uniform distribution of minerals that will not break into thin pieces at lines of stratification.
4.Granite. An equigranular or porphyritic igneous rock consisting principally of quartz and feldspar.
5.Quartzite. A metamorphic rock composed principally of quartz. Quarry rock so that only th e nonarkosic, uniformly compacted quartzites are included in the graded products. Ensure quartzite is not schistose in structure.
6.Trap Rock. An igneous rock, locally, either basalt or diabase, with a uniform distribution of constituent minerals. Amygdaloidal or vesicular basalt is not considered trap rock and is considered a deleterious material for testing purposes.
901.03.02 Washed Gravel
Use washed gravel that is either crushed or uncrushed as specified and that conforms to the requirements specified in Table 901.03.02-1. Table 901.03.02-1 Requirements for Washed Gravel Aggregate Property Test Method Maximum Percent Weathered and deleterious gravel NJDOT A-3 5 Sodium sulfate soundness, loss AASHTO T 104 10 Soft particles as determined by scratch hardness test NJDOT A-5 5 Absorption in cold water: No. 9 and larger AASHTO T 85 1.8 Stone sand only (No. 10) AASHTO T 84 2.0 Clay lumps, organic material, coal and other foreign or deleterious matter (Percent by weight or volume, whichever is greater) AASHTO T 112 0.5 Chloride content AASHTO T 260 0.06 Crushed gravel material with at least 1 fractured face (Nicked gravel is not considered crushed) ASTM D 5821 60 Adherent fines in coarse aggregates: HMA NJDOT A-4 1.5 Concrete NJDOT A-4 1.0 Quartz gravel is composed of natural pebbles, of which the majority is coarsely crystalline quartz. Ensure that the individual crystals within each pebble are intergrown into a tenacious, nonporous, interlocking texture that fractures as a single unit. Ensure that the percent of wear determined according to the Los Angeles Abrasion Test is as specified for the various uses, except that the percent maximum loss for quartz gravel is 50 percent. When the sodium sulfate soundness and scratch hardness tests total 10 percent or more, the ME will perform a petrographic analysis to determine the amount of unsound and weathered material.
901.04 Blast Furnace Slag
Obtain blast furnace slag as specified in 901.01. Use as blast furnace slag the air -cooled residue resulting from the production of pig iron. Ensure that the blast furnace slag consists of tough, durable, angular fragments that are uniform in density, absorption, and quality, and are free from flux stone, dirt, or other objectionable material. Stockpile blast furnace slag as specified in 901.02. Ensure that blast furnace slag conforms to the requirements specified in Table 901.04-1. Table 901.04-1 Requirements for Blast Furnace Slag Aggregate Property Test Method Requirement Weight per cubic foot (loose measure), pounds AASHTO T 19 60 minimum Percentage of wear, Los Angeles Abrasion Test AASHTO T 96 50 maximum Sulfur, percentage by weight ASTM C 563 2 maximum
901.05 Aggregates for Hma
901.05.01 Coarse Aggregate
Use coarse aggregate for HMA that is broken stone conforming to 901.03.01, except that the Contractor may use carbonate rock for the surface course only in shoulder areas, parking areas, or driveways.
901.05.02 Fine Aggregate
For HMA surface course, use fine aggregate that is manufactured stone sand or natural sand. Manufacture stone sand from aggregates conforming to 901.03, with not more than 15 percent passing the No. 200 sieve. When the percent passing the No. 200 sieve exceeds 15 percent, blend the stone sand with another approved sand so that the combination contains no more than 15 percent passing the No. 200 sieve, based on stockpile samples theoretically combined. Feed each sand source into the plant through a separate cold feed hopper. Use natural sand consisting of material composed of predomin antly angular particles of quartz or other hard durable minerals conforming to the quality and gradation requirements specified in Table 901.05.02-1 and Table 901.05.02-2, respectively. Table 901.05.02-1 Quality Requirements for Fine Aggregate used in HMA Aggregate Property Test Method Maximum Percent Mica NJDOT A-2 2.0 Absorption, cold water AASHTO T 84 2.0 Sodium sulfate soundness, loss AASHTO T 104 5.0 Clay and clay lumps AASHTO T 88 5.0 Table 901.05.02-2 Gradation Requirements for Fine Aggregate used in HMA Sieve Size Percent Passing 3/8" 100 No. 4 95 – 100 No. 8 80 – 100 No. 200 0 – 5 For HMA surface course, wash and grade the natural sand. Natural sand does not need to be washed if it conforms to the requirements of 901.06.02, except that the allowable percent passing the No. 200 sieve is 0 to 5 percent. The ME will sample fine aggregate at a frequency of 10 pounds for each 500 tons.
901.05.03 Mineral Filler
Use mineral filler for HMA that is free from lumps and foreign materials. Produce mineral filler from broken stone conforming to 901.03.01, fly ash conforming to 903.02.03.A, kiln dust from cement manufacture, or baghouse fines from an HMA plant. Produce baghouse fines from a consistent geological source of coarse and fine aggregate. Ensure that a HMA mixture containing the filler retains 70 percent of its initial strength after an immersion cycle of 14 days when prepared according to AASHTO T 167 and tested according to AASHTO T 165. Use mineral filler that , when tested according to AASHTO T 37, conforms to the gradation requirements specified in Table 901.05.03-1. Table 901.05.03-1 Gradation Requirements for Mineral Filler Sieve Size Percent Passing No. 50 95 – 100 No. 200 70 – 100
901.05.04 Reclaimed Asphalt Pavement (RAP)
Process RAP for HMA through screening and crushing operations to ensure that it is 100 percent passing the maximum aggregate size for the mixture. Use RAP containing asphalt binder that is free from solvents or other contaminating substances . Ensure that the coarse aggregate contained in the RAP conforms to the requirements of 901.03.01 for broken stone and to the requirements of
901.03.02 for gravel. Ensure that the fine aggregate contained in the RAP conforms to the quality requirements in
901.05 02.
901.05.05 Crushed Recycled Container Glass (CRCG)
Use container glass that is derived from items such as bottles. Use glass that when crushed does not produce thin sliver and flake-like fragments. Ensure that no more than 5 percent of the material is glass derived from thin walled items, such as test tubes and other laboratory glassware, which are not considered to be container glass. Use CRCG that is 100 percent passing a 3/8 inch sieve. Ensure that the CRCG contains no more than the maximum allowable percent of foreign materials specified in Table 901.05.05-1. Table 901.05.05-1 Allowable Percentages of Foreign Materials in CRCG Foreign Material Maximum Percent1 Paper 2.5 Metal 3.0 Plastic 0.3 Other 0.5
1.Determine the percent by dividing the weight of a foreign material retained on the No. 4 sieve by the total weight of materia l retained on the No. 4 sieve.
901.05.06 Ground Bituminous Shingle Material (GBSM)
Use GBSM that is derived from pre -consumer roofing shingles and is 100 percent passing a 3/4 inch sieve and that conforms to the composition requirements specified in Table 901.05.06-1. Table 901.05.06-1 Components of GBSM Material Composition by Weight Petroleum asphalt 30 – 40% Fibers 10% Maximum Mineral matter 50 – 65% Submit a certificate of compliance, as specified in 106.07, for the GBSM. Submit test methods and results along with the certification. Add the GBSM to the mixture through a feed system that individually proportions the GBSM and is approved by the ME.
901.05.07 Remediated Petroleum Contaminated Soil Aggregate (RPCSA)
For use as a coarse aggregate, fine aggregate, or both in HM A base course, the Contractor may use a maximum of 20 percent remediated ID-27 petroleum contaminated soil, produced by a NJDEP approved “Class B” recycling center operating pursuant to N.J.A.C 7:26A, provided it conforms to all quality requirements specif ied in 901.05.01 and
901.05 02.
901.06 Aggregates for Concrete, Mortar, and Grout
The ME will test aggregates used in concrete according to AASHTO T 303 for potential expansion due to alkali -silica reactivity. The ME will classify aggregates that produce expansion of 0.1 percent or more after 14 days in solution as potentially reactive. Use potentially reactive aggregate in concrete only in conjunction with remedial agents such as fly ash, slag, or low alkali cement at the minimum addition rates specified in 903.03.01.
901.06.01 Coarse Aggregate
Use coarse aggregate that is broken stone or washed gravel conforming to 901.03.01 or 901.03.02, respectively, except do not use carbonate rock for concrete surface courses, bridge approach, or bridge decks. Use coarse aggregate that is the size or sizes shown in Table 903.03.06-1 and Table 903.03.06-2. Wash the coarse aggregate at least 24 hours before use.
901.06.02 Fine Aggregate
For all classes of concrete and mortar, use fine aggregate tha t is washed and sized through a sand classifier plant and composed of quartz or other hard, durable particles. Ensure that the fine aggregate is subangular to angular in shape and free of soft particles. Derive fine aggregate from either a natural sand d eposit resulting from glacial or water action , or produce a manufactured stone sand from the mechanical crushing of quarried rock or gravel that conforms to 901.03. Ensure that the fine aggregate also conforms to 901.01 and 901.02 and the gradation specified in Table 901.06.02-1. Table 901.06.02-1 Gradation Requirements for Fine Aggregate used in Concrete, Mortar, and Grout Sieve Size Percent Passing 3/8" 100 No. 4 95 – 100 No. 8 80 – 100 No. 16 50 – 85 No. 30 25 – 65 No. 50 10 – 30 No. 100 1 – 10 No. 200 0.0 – 3.4 Ensure that the fine aggregate does not have more than 45 percent passing any sieve and retained on the next sieve and that the fineness modulus according to AASHTO M 6 is from 2.3 to 3.1 for concrete. Ensure that the fine aggregate conforms to the quality requirements specified in Table 901.06.02-2. Table 901.06.02-2 Quality Requirements for Fine Aggregate used in Concrete, Mortar, and Grout Aggregate Property Test Method Minimum Percent Maximum Percent Mica NJDOT A-2 – 2.0 Absorption, cold water AASHTO T 84 – 2.0 Sodium sulfate soundness, loss AASHTO T 104 – 5.0 Chloride content AASHTO T 260 – 0.06 Lightweight pieces AASHTO T 113 – 0.25 7 Day mortar strength NJDOT A-1 75 – The ME will test the fine aggregate for organic impurities and will reject it if it produces a color darker than the standard. Ensure that the mortar -making properties of the fine a ggregate for concrete and mortar are not less than 100 percent of those of standard Ottawa sand. The ME will sample fine aggregate at a frequency of 10 pounds for each 500 tons.
901.06.03 Lightweight Aggregate
Manufacture lightweight aggregate by expanding or sintering material such as slate or shale by the rotary kiln process. Grade the lightweight aggregate to the size designation requirements for 3/4 inch to No. 4 sieves of Table 1 of ASTM C 330. Ensure that the lightweight aggregate producer has at least 5 years experience and a record of successful production and use of such product. Submit to the ME a certification of compliance as specified in 106.07. Ensure that the lightweight aggregate conforms to ASTM C 330 and the following requirements:
1.Sodium Sulfate Soundness. Use a lightweight aggregate that has a sodium sulfate soundness loss of weight that does not exceed 10 percent after 5 immersion and drying cycles when tested according to AASHTO T 104. Use a sample of sufficient size to provide the amounts specified in Table 901.06.03-1 of the various sieve sizes: Table 901.06.03-1 Sampling for Sodium Sulfate Soundness Testing Sieve Size Weight 1" to 3/4" 2.20 pounds 3/4" to 1/2" 1.65 pounds 1/2" to 3/8" 1.10 pounds 3/8" to No. 4 0.66 pounds
2.Percentage of Wear. Use a lightweight aggregate with a loss that does not exceed 40 percent when tested according to AASHTO T 96.
901.07 Grit
901.07.01 Grit for Epoxy Waterproofing
Use grit for spreading over the epoxy waterproofing that is a subangu lar, natural, 98 percent silica sand. Ensure that 90 percent of the total sample by weight falls between the No. 4 and No. 30 sieves, with 0 percent passing the No. 30 sieve.
901.07.02 Fine Aggregate for Fog Seal
Use fine aggregate for spreading over fog seal that conforms to 901.05.02 and the gradation requirements in Table 901.07.02-1. Table 901.07.02-1 Gradation Requirements for Fine Aggregate used on Fog Seal Sieve Size Percent Passing No. 8 100 No. 16 90 – 100 No. 50 70 – 100 No. 200 0 – 2
901.08 Riprap Stones
Use riprap stones that consist of a uniformly graded mixture of rock conforming to 901.03.01, such that 50 percent of the mixture by weight is equal to or larger than the designated median stone size (d50). Ensure that the stones are a well-graded mixture composed primarily of the larger stone sizes, but with a sufficient quantity of other sizes to fill the progressively smaller voids between the stones. Ensure that the diameter of the largest stone size is less than 1.5 times d50.
901.09 Gabion Basket Stone
To fill gabion baskets, use crushed stone consisting of trap rock, granite, or gneiss and conforming to the requirements of
901.03.01 To prevent breakdown after placement, use aggregate that is free of cracks due to jointing, faulting, or other
causes. Ensure that the aggregate conforms to the size requirements specified in Table 901.09-1. Table 901.09-1 Gabion Basket Stone Size Requirements Basket Height Minimum Maximum Less than 24 inches 3 inch 5 inch Greater than or equal to 24 inches 4 inch 8 inch
901.10 Dense-Graded Aggregate (Dga)
Use a DGA that is listed on the QPL. For gradation acceptance, the ME will sample DGA according to AASHTO T 2 for each 500 cubic yards. The ME will apply the gradation requirements to the material after it has been placed and compacted on the Project.
901.10.01 Virgin
Produce virgin DGA from broken stone conforming to 901.03.01, crushed gravel conforming to 901.03.02, or blast furnace slag conforming to 901.04, except that at least 90 percent of all fragments shall contain at least one fractured face. Ensure that the DGA conforms to the following requirements and gradation:
1.Moisture Content. Ensure that the moisture content of DGA immediately before placement is 6 ± 2 percent based on dry weight. If dense-graded aggregate is to be paid for on a weight basis, do not deliver DGA to the Project with the moisture content exceeding 8 percent.
2.Plasticity and Gradation. When tested according to AASHTO T 90, ensure that the portion passing the No. 40 sieve is non-plastic. Ensure that the gradation conforms to the requirements specified in Table 901.10.01-1. Table 901.10.01-1 Gradation Requirements for DGA Sieve Size Percent Passing 1 1/2" 100 3/4" 55 – 90 No. 4 25 – 50 No. 50 5 – 20 No. 200 3 – 10
901.10.02 Recycled Concrete Aggregate (RCA)
The Contractor may produce DGA from recycled concrete aggregate that conforms to the gradation and plasticity requirements specified in 901.10.01 and to the following:
1.Composition. Ensure that the composition, as determined according to NJDOT A -3, conforms to the requirements specified in Table 901.10.02-1. Table 901.10.02-1 Composition Requirements for RCA Aggregate Property Minimum Percent Maximum Percent Concrete1 90 – HMA – 10 Brick, cinder block, schist, concrete washout, and other friable material – 4 Reactive material – 0 Wood – 0.1
1.To meet the minimum requirement for concrete, the Contractor may add broken stone, vitreous china, or crushed gravel. Use broken stone conforming to 901.03.01 or crushed gravel conforming to 901.03.02, except that it need not be washed.
2.Percentage of Wear. Ensure that the loss does not exceed 50 percent when tested according to AASHTO T 96.
3.Reporting of Recycled Materials Usage. Report the tonnage of concrete aggregate being recycled to the Solid Waste Management District of origin, according to N.J.A.C 7:26A.
901.10.03 Virgin and RAP Mixture
The Contractor may also produce DGA by mixing a maximum of 50 percent RAP conforming to 901.05.04 with previously approved virgin DGA. Use a method of mixing that will ensure that the blended mixture is homogeneous with regard to particle size and composition. Ensure that the blended mixture meets the following requirements:
1.Composition. Ensure that the composition, as determined according to NJDOT A -3, conforms to the requirements specified in Table 901.10.03-1. Table 901.10.03-1 Composition Requirements for Virgin DGA and RAP Mixture Aggregate Property Percent by Weight Maximum RAP 50 Concrete 5 Brick, schist, and other friable material 4 Reactive material 0 Wood 0.1
2.Plasticity and Gradation. Use a blended material that is non-plastic when the portion passing the No. 40 sieve is tested according to AASHTO T 90. Ensure that the DGA containing RAP conforms to the gradation for DGA as specified in 901.10.01, except that the percent passing the No. 200 sieve is 0 to 10 percent when tested according to NJDOT A-6.
3.Density Control. Perform density control as specified in 302.03.01, except for the method for determining the dry density. After determining the wet density according to AASHTO T 310 (Direct Transmission Mode), the ME will take a 1 ,000 gram sample of the DGA for subsequent weighing, drying, and reweighing in the laboratory to determine the moisture content. The ME will calculate the dry density using the wet density measured according to AASHTO T 310 and the moisture content measured from the lab tested sample. The ME will use the dry densities to determine the Q statistic for acceptance of the density.
901.11 Soil Aggregate
Use soil aggregates that are natural or prepared mixtures consisting predominately of hard, durable particles of stone, gravel, or sand. Mixtures may contain some silt, clay, or stone dust. Ensure that stone conforms to 901.03.01, and that gravel is crushed or uncrushed and conforms to 901.03.02. Use sand that is either natural sand resulting from the weathering process or stone sand produced by grinding or crushing of rock. Ensure that stone sand is manufactured from an aggregate source as specified in 901.03. Provide natural sand consisting of material composed of predominantly angular particles of quartz or other hard, durable minerals. The Contractor may use soil aggregate produced from RPCSA produced by a NJDEP approved “Class B” recycling center operating pursuant to N.J.A.C 7:26A. Do not place soil aggregate obtained from subaqueous sources until the ME has determined that its moisture content is not excessive. Ensure that soil aggregate conforms to the following:
1.Composition of Soil Aggregate. Ensure that the soil aggregate is free from elements or chemicals which, in the presence of water, would produce detrimental effects to pavements, structures, or utility lines, and is free of organic matter, garbage, metal, debris, lumps of clay, or other deleterious matter. Produce Designations I-1, I-2, I-3, I-4, I-9, I-10, I-11, I-12, I-13, and I-15 from sand, gravel, or stone. Produce Designation I -5 from hard, durable gravel or stone mixed with sand or stone dust so that it can be compacted into a hard, dense mass. Ensure that the coarse aggregate fraction of the I-5 is composed of at least 85 percent by weight of hard, durable aggregate of a geologic type conforming to 901.03, as determined by lithologic analysis performed according to NJDOT A-3. Ensure that Designations I-6, I-7, and I-8 consist of clean, free-draining sand, gravel, or stone. For Designation I-14, use material that is composed of soil aggregate and rock. The material may also contain recycled concrete or HMA. Ensure that the proportion of soil aggregate is sufficient to fill all voids in the rock and larger pieces of recycled material. For Designation I-14, the Contractor may use up to 30 percent steel slag by weight of the coarse aggregate portion of the soil aggregate. Obtain steel slag from a source listed on the QPL as specified in 901.01. Use steel slag that was produced as a co -product of the steel making process. Ensure that the steel slag consists of tough, durable pieces that are uniform in density and quality. Stockpile steel slag as specified in 901.02. Ensure steel slag for blending with I -14 Soil Aggregate does not exceed 0.50 percent expansion from hydration when tested according to ASTM D 4792.
2.Gradation. Use soil aggregate that co nforms to the gradation specified in Table 901.11-1 for the various designations. The gradation requirements shall apply to the material after it has been placed and compacted on the Project. Where compaction is not prescribed, the requirements for any given type shall apply to the material at the time of placement. Should the source contain oversize material, the RE may require the Contractor to eliminate such oversize material. For Designation I-14, ensure that the portion of material passing the 4 inch sieve contains no more than 35 percent by weight of material passing the No. 200 sieve. Ensure that the proportion of soil aggregate is sufficient to fill all voids in the rock and larger pieces of recycled material. When embankments are constructed outside the ROW in areas where the State has purchased slope rights to construct embankments, use material that is 100 percent passing the 2 inch sieve to construct the top 2 1/2 feet. When driving piles through the embankment, use material that is 100 percent passing the 2 inch sieve. Table 901.11-1 Standard Soil Aggregate Gradations Gradation Designations, Percentage by Weight Passing Square Mesh Sieves 6" 4" 2" 1 1/2" 1" 3/4" 1/2" No. 4 No. 8 No. 16 No. 50 No. 100 No. 200 I-1 100 70-100 50-95 30-60 5-25 0-7 I-2 100 65-100 40-75 5-30 0-7 I-3 100 60-90 40-80 10-35 0-8 I-4 100 60-100 40-100 25-100 20-100 15-85 8-45 5-10 I-5 100 70-100 30-80 10-35 5-12 I-6 100 80-100 45-100 30-90 0-20 0-3 I-7 100 80-100 35-100 25-90 5-50 0-8 0-2 I-8 100 95-100 45-70 5-25 0-5 I-9 100 80-100 60-100 40-100 20-70 5-35 0-20 0-8 I-10 100 80-100 60-100 40-100 20-70 5-40 0-30 0-20 I-11 100 80-100 60-100 40-100 0-75 0-9 I-12 100 70-100 0-75 0-5 I-13 100 30-100 0-12 I-14 See Text. I-15 100 80-100 30-80 0-25 0-10
3.Combining and Mixing. If bank-run or other materials conforming to the requirements are not available, the Contractor may produce materials that conform to requirements by combining and mixing, or by washing. The Contractor may combine materials and mix on the grade only with RE approval. Do not blend Designation I-9 to meet gradation requirements. Perform blending on the grade using a traveling high-speed rotor mixer capable of cutting and thoroughly mixing to a minimum depth of 6 inches.
4.Electrochemical Requirements for Designation I -15. Ensure that Designation I -15 conforms to the electrochemical requirements specified in Table 901.11-2. Table 901.11-2 Electrochemical Requirements for Designation I-15 Property Test Method Requirement Resistivity, ohm-cm AASHTO T 288 Greater than 3000 pH AASHTO T 289 Acceptable Range of 5 – 10 Organic Content AASHTO T 267 1.00% Maximum Chloride AASHTO T 291 Less than 100 ppm Sulfates AASHTO T 290 Less than 200 ppm If the resistivity is greater than or equal to 5,000 ohm centimeter, the Department will waive the chloride and sulfates requirements. Test Designation I-15 at a rate of once for every 1,000 cubic yards of material placed to ensure conformance to the electrochemical limits specified in Table 901.11-2. Whenever the appearance or behavior of the material changes, the ME may require additional samples. Ensure that the material has a sodium sulfate loss of less than 15 percent after 5 cycles as determined according to AASHTO T 104.
Referenced in this section
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Source: Standard Specifications for Road and Bridge Construction, 2019 (rev. 2022-12-21) Edition. Pages 414–424 of 651. View official source ↗