SECTION 703 - AGGREGATES

7SECTION 703 - AGGREGATES703.01 Fine Aggregate for Concrete. Fine aggregate for portland cementconcrete may be a combination of calcareous sand and basalt, or basalt alone, bothbeing free of vegetable matter and other deleterious substances. Natural sand ormanufactured sand from a brackish water source shall be processed by washingwith fresh water.Submit Quality Control Plan (QCP) with detailed process control proceduresand type and frequency of sampling and testing. For aggregate used in structuralconcrete, exclusive of concrete for incidental construction, minimum frequency ofsieve analysis and sand equivalent testing shall be once a day. Provide theEngineer access to project-related plant production records and when requested,informational copies of sampling and testing reports.Absolute volume of calcareous sand in fine aggregate shall be limited to 50percent. Absolute volume of calcareous sand of up to 70 percent of absolutevolume of fine aggregate will be acceptable, provided fine aggregate meetsminimum insoluble residue of 60 percent; and processing or manufacturing ofcalcareous sand removes deleterious coatings and unsound materials. Insolubleresidue content shall be determined in accordance with ASTM D 3042.Fine aggregate shall be from an approved source and shall conform to Table703.01-1 - Physical Properties.703-1

703.0127TABLE 703.01-1 - PHYSICAL PROPERTIESTestMethodRequirementsSand EquivalentAASHTO T 17670 Minimum (a)SoundnessSodium Sulfate (5cycles)AASHTO T 10410 Maximum (b)Abrasion (500Revolutions)AASHTO T 9640 Maximum (c)Organic ImpuritiesAASHTO T 21Not darker than thereference standard color(d)Coal and LigniteAASHTO T 1131 MaximumNotes:(a)(b)(c)(d)Sand equivalent (SE) requirement will be waived if material finerthan No. 200 sieve does not exceed 5 percent when tested inaccordance with AASHTO T 11.When material has satisfactory service record of at least five years,soundness test will be waivedParent material of fine aggregate manufactured by crushing shallhave a loss by abrasion of less than 40 percent when tested inaccordance with AASHTO T 96.Materials that fail to meet organic impurity color test will beaccepted, provided relative strength at 7 and 28 days is more than95 percent when tested in accordance with AASHTO T 71.2829703-2

703.012930313233Fine aggregate grading shall conform to Table 703.01-2 - Fine AggregateGrading Requirements. On the islands of Hawaii and Kauai, fine aggregate gradingshall conform to Table 703.01-2 - Fine Aggregate Grading Requirements or Table703.01-3 - Fine Aggregate Grading Requirements, Hawaii and Kauai.TABLE 703.01-2 - FINE AGGREGATE GRADING REQUIREMENTSSieve SizesPercent Passing by Weight3/8 Inch100No. 495 – 100No. 880 – 100No. 1650 – 85No. 3025 – 60No. 5010 – 30No.1002 - 123435TABLE 703.01-3 - FINE AGGREGATE GRADING REQUIREMENTS, HAWAIIAND KAUAIPercent Passing by WeightSieve SizesCalcareousSandCrusherScreenings3/8 Inch100100No. 495 – 10095 - 100No. 8-50 - 85No. 16--No. 30-32 - 60No. 50-15 - 30No. 1000–55 - 203637703-3

703.0137383940414243Fine aggregate consisting of blend of fine natural sand with fineness modulusof less than 2.1 and basalt for concrete conforming to Table 703.01-4 - FineAggregate Grading Requirements Fine Natural Sand Blend may be used, providedthe Contractor furnishes test data, accepted by the Engineer, indicating thatconcrete produced will have properties equal to those of concrete made withdesignated grading.TABLE 703.01-4 - FINE AGGREGATE GRADING REQUIREMENTS FINENATURAL SAND BLENDSieve SizePercent Passing by Weight3/8 Inch100No. 495 - 100No. 865 - 95No. 16x 10No. 30x 9No. 50x 6No. 1002 - 14The symbol x is grading that the Contractor proposes to furnish for specificsieve size4445464748495051525354555657585960Before beginning concrete work, typical grading of calcareous sand andcrushed lava rock fines shall be submitted; and blend proportion proposed to befurnished shall be specified. Grading shall not have more than 45 percent retainedbetween two consecutive sieves that are specified in control of fineness modulus.Target fineness modulus shall be designated between 2.4 and 3.1. Finenessmodulus using No. 4, 8, 16, 30, 50, and 100 sieves shall be computed. Finenessmodulus shall be maintained at not more than 0.2 from target.703.01703.02 Coarse Aggregate for Portland Cement Concrete. Coarse aggregatefor portland cement concrete shall consist of crushed basalt free of adherentcoatings.Coarse aggregate shall conform to Table 703.02-1 - Physical Properties.703-4

703.02TABLE 703.02-1 - PHYSICAL PROPERTIESTest MethodMaximumAllowable(percent)Clay Lumps and FriableParticlesAASHTO T 1122.0Materials Finer than No. 200(75-µm) SieveAASHTO T 111.5Lightweight Pieces (Less than2.0 specific gravity SSD)AASHTO T 1130.5AbsorptionAASHTO T 856Abrasion (500) RevolutionsAASHTO T 9640Soundness (Sodium Sulfate)AASHTO T 10412Deleterious Substances andPhysical Properties61626364656667686970When material has satisfactory service record of at least five years,soundness requirement will be waived.Coarse aggregate grading shall conform to appropriate size designation ofAASHTO M 43 when tested in accordance with AASHTO T 27. Grading andmaterial finer than No. 200 (75 µm) sieve testing shall be part of the Quality ControlPlan required in Subsection 703.01 - Fine Aggregate for Concrete.703.02703-5

703.037071727374703.03 Aggregate for Hot Mix Asphalt Base Course. Aggregate for HMA basecourse shall conform to Subsection 703.09 - Aggregate for Hot Mix AsphaltPavement, except grading shall conform to Table 703.03-1 - HMA Base CourseGrading Requirements.TABLE 703.03-1 - HMA BASE COURSE GRADING REQUIREMENTS757677787980818283Sieve SizePercent Passing by Weight1-1/4 Inch1001 Inch85 - 1003/4 Inch73 – 921/2 Inch60 - 803/8 Inch52 – 72No. 436 - 55No. 825 – 42No. 1618 – 33No. 3012 - 24No. 507 – 18No. 1004 – 12No. 2001–8703.04 Aggregate for Untreated Permeable Base. Aggregate for untreatedpermeable base shall conform to the following:(A)Coarse Aggregate. Coarse aggregate shall consist of crushed andscreened basalt that is free of soft or disintegrated pieces, clay, dirt, andother deleterious substances.703-6

703.04838485Coarse aggregate shall conform to Table 703.04-1 - Aggregate TestRequirements.TABLE 703.04-1 - AGGREGATE TEST REQUIREMENTSTestTest MethodRequirementLos Angeles Abrasion ASTM C 535 (Coarse Aggregate)AASHTO T 96 (Filler)Grading8687888990AASHTO T 2740 PercentMaximumRefer to Table703.04-2(B)Filler. Filler material shall conform to Subsection 703.04(A) - CoarseAggregate, except grading shall conform to Table 703.04-2 - GradingRequirements.TABLE 703.04-2 - GRADING REQUIREMENTSSieve SizeCoarse AggregateModified Size 4(Percent Passing ByWeight)2 Inch1001-1/2 Inch75-1001 Inch15-553/4 Inch0-151/2 Inch3/8 InchFiller Size 8(Percent Passing ByWeight)1000-585-100No.410-30No. 80-10No. 160-5919293703-7

assigned)703.06 Aggregate for Untreated Base. Aggregate for untreated base shallconsist of crushed stone free of vegetable matter and other deleterious substances.Neither reclaimed asphalt pavement (RAP) nor reclaimed concrete pavement will beallowed for untreated base.Crushing shall be regulated so that at least 80 percent, by weight, of materialretained on No. 4 sieve is crushed and has at least one mechanically fractured face.Aggregate for untreated base, in combination with binder material, if used,shall conform to Table 703.06-1 - Untreated Base Test Requirements and Table703.06-2 - Untreated Base Grading Requirements.TABLE 703.06-1 - UNTREATED BASE TEST REQUIREMENTSTestTest MethodRequirementLos Angeles AbrasionAASHTO T 9640 Percent MaximumSand EquivalentAASHTO T 17630 Percent MinimumPlasticity IndexAASHTO T 906 MaximumGradingAASHTO T 27Refer to Table 703.06-2107108703-8

703.09108TABLE 703.06-2 - UNTREATED BASE GRADING REQUIREMENTSPercent Passing by 3124125126127128129130131132133134Sieve Size2-1/2 InchMaximumNominal1-1/2 InchMaximumNominal3/4 InchMaximumNominal3 Inch100--2-1/2 Inch90 - 100--2 Inch-100-1-1/2 Inch65 - 9090 - 100-1 Inch--1003/4 Inch45 - 7050 - 9090 – 100No. 425 - 4525 - 5035 – 55No. 2003-93-93–9Unless otherwise indicated in the contract documents, 1-1/2 inch maximumnominal size aggregate shall be furnished.Material used as foundation for corrugated metal pipe culvert shall be testedin accordance with Hawaii Test Method HDOT TM 4 and shall have field resistivityand pH value that provide minimum 50-year service life for gage being installed.Material used as backfill against aluminum pipe shall have field resistivity of morethan 500 ohm-centimeter and pH value between 5.5 and 9.0, using same 703.09 Aggregate for Hot Mix Asphalt Pavement. Aggregate for HMApavement shall be crushed and screened basalt free of soft or disintegrated pieces,clay, dirt, and other deleterious substances.Submit Quality Control Plan (QCP) with detailed process control proceduresand type and frequency of sampling and testing. For aggregate used in HMApavement, minimum frequency of sieve analysis and sand equivalent testing shallbe once a day. Provide the Engineer access to project-related plant productionrecords and when requested, informational copies of sampling and testing reports.703-9

703.09134135136137138139140141142143144145Coarse aggregate is defined as material retained on No.4 sieve, and fineaggregate is defined as material passing No. 4 sieve.At least 90 percent, by weight, of material retained on No. 4 sieve shallconsist of crushed particles. At least 70 percent of material passing No. 4 sieve andretained on No. 8 sieve shall consist of crushed particles. A crushed particle isdefined as particle having at least one mechanically fractured face.The combined aggregate for HMA pavement, including filler, if any, shallconform to Table 703.09-1 - HMA Test Requirements and Table 703.09-2 - HMAGrading Requirements.TABLE 703.09-1 - HMA TEST REQUIREMENTSTest146147148149150Test MethodRequirementSand EquivalentAASHTO T 17645 Percent MinimumLos Angeles AbrasionAASHTO T 9630 Percent MaximumStrippingAASHTO T 182Above 95 PercentK-factorASTM D 5148Kc-2.0 MaximumKm-1.7 MaximumFlat and elongatedpieces (Length tothickness ratio of 3)ASTM D 4791(By Weight)25 Percent MaximumGradingAASHTO T 11AASHTO T 27Job-mix formula basedon Table 703.09-2SoundnessAASHTO T 104(5 cycles usingsodium sulfate)9 Percent MaximumAbsorptionAASHTO T 84AASHTO T 855 Percent MaximumIf chemical additive resulting in bituminous film retention greater than 95percent is used, aggregates not meeting stripping test requirements for HMApavement may be used.703-10

703.11150TABLE 703.09-2 - HMA GRADING REQUIREMENTSMIX NO.Sieve IIIIIIVVCombined Aggregate Percent Passing by Weight1-1/4 Inch100---1 Inch85 - 100100--3/4 Inch-90 - 100100-1/2 Inch60 - 8570 - 9090 - 1001003/8 Inch--72 - 9080 - 100No. 436 - 5540 - 5748 - 6655 - 75No. 826 - 4130 - 4732 - 4835 - 52No. 1617 - 3220 - 3621 - 3722 - 38No. 3012 - 2516 - 2815 - 2714 - 26No. 508 - 1810 - 229 - 218 - 20No. 1005 - 148 - 176 - 166 - 15No. 2001-84-84-84-8703.10(Unassigned)703.11 Aggregate for Slurry Seal. Aggregate for slurry seal shall consist ofcrushed rock and shall be free of dirt, clay, and other deleterious material.Aggregate shall be nonplastic in accordance with AASHTO T 89 and AASHTO T 90and shall not contain free water, which is defined as water that is free to move underinfluence of gravity.When tested in accordance with AASHTO T 176, aggregate shall have SEgreater than 45 percent.When tested in accordance with AASHTO T 96, aggregate shall be fromparent rock with abrasion loss of less than 35 percent.703-11