Page 9-8 M 41-10
9-03 Aggregates9-03 Aggregates
9-03.1 Aggregates for Concrete
9-03.1(1) General Requirements
Concrete aggregates shall be manufactured from ledge rock, talus, or sand and gravel in accordance with the provisions of Section 3-01 . Reclaimed aggregate may be used if it complies with the specifications for concrete. Reclaimed aggregate is aggregate that has been recovered from plastic concrete by washing away the cementitious materials. Aggregates for Concrete shall meet the following test requirements: Los Angeles Wear, 500 Rev. 35 max. Degradation Factor (Structural and Paving Concrete) 30 min. Degradation Factor (Other as defined in 6-02.3(2)B ) 20 min. Aggregates tested in accordance with AASHTO T 303 with expansion greater than 0.20 percent are Alkali Silica Reactive (ASR) and will require mitigating measures. Aggregates tested in accordance with ASTM C1293 with expansion greater than 0.04 percent are Alkali Silica Reactive (ASR) and will require mitigating measures. Aggregates for use in Commercial Concrete as defined in Section 6-02.3(2)B shall not require mitigation. Mitigating measures for aggregates with expansions from 0.21 to 0.45 percent, when tested in accordance with AASHTO T 303, may be accomplished by using low alkali cement as per Section 9-01.2(1)A or by using 25 percent Class F fly ash by total weight of the cementitious materials. The Contractor may submit an alternative mitigating measure through the Engineer to the State Materials Laboratory for approval along with evidence in the form of test results from ASTM C1567 that demonstrate the mitigation when used with the proposed aggregate controls expansion to 0.20 percent or less. The agency may test the proposed ASR mitigation measure to verify its effectiveness. In the event of a dispute, the agency’s results will prevail. Mitigating measures for aggregates with expansions greater than 0.45 percent when tested in accordance with AASHTO T 303 shall include the use of low alkali cement per Section 9-01.2(1)A and may include the use of fly ash, lithium compound admixtures, ground granulated blast furnace slag or other material as approved by the Engineer. The Contractor shall submit evidence in the form of test results from ASTM C1567 through the Engineer to the State Materials Laboratory that demonstrate the proposed mitigation when used with the aggregates proposed will control the potential expansion to 0.20 percent or less before the aggregate source may be used in concrete. The agency may test the proposed ASR mitigation measure to verify its effectiveness. In the event of a dispute, the agency’s results will prevail. The use of fly ash that does not meet the requirements of Table 2 of AASHTO M 295 may be approved for use. The Contractor shall submit test results according to ASTM C1567 through the Engineer to the State Materials Laboratory that demonstrate that the proposed fly ash when used with the proposed aggregates and cement will control the potential expansion to 0.20 percent or less before the fly ash and aggregate sources may be used in concrete. The Contracting Agency may test the proposed ASR mitigation measure to verify its effectiveness. In the event of a dispute, the Contracting Agency’s results will prevail. ASTM C1293 sampling and testing must be coordinated through the WSDOT State Materials Laboratory, Documentation Section utilizing the ASA (Aggregate Source Approval) process. Cost of sampling, testing, and processing will be borne by the source owner. M 41-10 Page 9-9 Aggregates 9-039-03.1(2) Fine Aggregate for Concrete Fine aggregate shall consist of natural sand or manufactured sand, or combinations thereof, accepted by the Engineer, having hard, strong, durable particles free from adherent coating. Fine aggregate shall be washed thoroughly to meet the specifications.
9-03.1(2)A Deleterious Substances
The amount of deleterious substances in the washed fine aggregate shall be tested in accordance with AASHTO M 6 and not exceed the following values: Material finer than No. 200 Sieve 2.5 percent by weight Clay lumps and friable particles 3.0 percent by weight Coal and lignite 0.25 percent by weight Particles of specific gravity less than 2.00 1.0 percent by weight Organic impurities shall be tested in accordance with AASHTO T 21 by the glass color standard procedure and results darker than organic plate no. 3 shall be rejected. A darker color results from AASHTO T 21 may be used provided that when tested for the effect of organic impurities on strength of mortar, the relative strength at 7 days, calculated in accordance with AASHTO T 71, is not less than 95 percent.
9-03.1(2)B Grading
Fine aggregate shall be graded to conform to the following requirements expressed as percentages by weight: Sieve SizeClass 1 Percent Passing Class 2 Percent Passing Min. Max. Min. Max. ⅜″ 99 100 99 100 No. 4 95 100 95 100 No. 8 68 86 No. 16 47 65 45 80 No. 30 27 42 No. 50 9 20 10 30 No. 100 0 7 2 10 No. 200 0 2.5 0 2.5 For fine aggregate Class 1, individual test variations under the minimum or over the maximum will be permitted as follows, provided the average of three consecutive tests is within the Specification limits: Sieve SizePermissible percent of Variation in Individual Tests No. 30 and coarser 2 No. 50 and finer 0.5 Within the gradation limits for fine aggregate Class 2, uniformity of gradation shall be limited to a range of plus or minus 0.20 of the reference fineness modulus. The reference fineness modulus shall be determined from a representative sample from the proposed source as submitted by the Contractor.
9-03.1(3) Vacant
9-03.1(4) Coarse Aggregate for Concrete
Coarse aggregate for concrete shall consist of gravel, crushed stone, or combinations thereof having hard, strong, durable pieces free from adherent coatings. Coarse aggregate shall be washed to meet the specifications. Page 9-10 M 41-10
9-03 Aggregates9-03.1(4)A Deleterious Substances
The amount of deleterious substances in the washed coarse aggregate shall be tested in accordance with AASHTO M 80 and not exceed the following values: Material finer than No. 200 1.01 percent by weight Clay lumps and Friable Particles 2.0 percent by weight Shale 2.0 percent by weight Wood waste 0.05 percent by weight Coal and Lignite 0.5 percent by weight Sum of Clay Lumps, Friable Particles, and Chert (Less Than 2.40 specific gravity SSD) 3.0 percent by weight 1If the material finer than the No. 200 sieve is free of clay and shale; this percentage may be increased to 1.5.
9-03.1(4)B Vacant
9-03.1(4)C Grading
Coarse aggregate for concrete when separated by means of laboratory sieves shall conform to one or more of the following gradings as called for elsewhere in these Specifications, Special Provisions, or in the Plans: Passing AASHTO Grading No. 467AASHTO Grading No. 4AASHTO Grading No. 57AASHTO Grading No. 67AASHTO Grading No. 7AASHTO Grading No. 8 Sieve Size Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. 2″ 99 100 99 100 1½″ 95 100 90 100 99 100 1″ 20 55 95 100 99 100 ¾″ 35 70 0 15 90 100 99 100 ½″ 25 60 90 100 99 100 ⅜″ 10 30 0 5 20 55 40 70 85 100 No. 4 0 5 0 10 0 10 0 15 10 30 No. 8 0 5 0 5 0 5 0 10 No. 16 0 5 All percentages are by weight. Where coarse aggregate size 467 is used, the aggregate may be furnished in at least two separate sizes in the allowable range. Coarse aggregate shall contain no piece of greater size than two times the maximum sieve size for the specified grading measured along the line of greatest dimension.
9-03.1(5) Combined Aggregate Gradation for Concrete
As an alternative to using the fine aggregate sieve grading requirements in Section
9-03.1(2)B , and coarse aggregate sieve grading requirements in Section 9-03.1(4)C ,
a combined aggregate gradation conforming to the requirements of Section 9-03.1(5)A may be used.
9-03.1(5)A Deleterious Substances
The amount of deleterious substances in the washed aggregates ⅜ inch or larger shall not exceed the values specified in Section 9-03.1(4)A and for aggregates smaller than ⅜ inch they shall not exceed the values specified in Section 9-03.1(2)A . M 41-10 Page 9-11 Aggregates 9-039-03.1(5)B Grading The combined aggregate shall conform to the following requirements based upon the nominal maximum aggregate size. Nominal Maximum Aggregate Size 3 2-½ 2 1-½ 1 ¾ ½ ⅜ No. 4 3½″ 99-100 3″ 93-100* 99-100 2½″ 92-100* 99-100 2″ 76-90 90-100* 99-100 1½″ 66-79 71-88 87-100* 99-100 1″ 54-66 58-73 64-83 82-100* 99-100 ¾″ 47-58 51-64 55-73 62-88 87-100* 99-100 ½″ 38-48 41-54 45-61 57-83 81-100* 99-100 ⅜″ 33-43 35-47 39-54 43-64 60-88 86-100* 99-100 No. 4 22-31 24-34 26-39 29-47 34-54 41-64 48-73 68-100* No. 8 15-23 16-25 17-29 19-34 22-39 27-47 31-54 39-73 No. 16 9-17 10-18 11-21 12-25 14-29 17-34 20-39 24-54 28-73 No. 30 5-12 6-14 6-15 7-18 8-21 9-25 11-29 13-39 16-54 No. 50 2-9 2-10 3-11 3-14 3-15 4-18 5-21 6-29 7-39 No. 100 0-7 0-7 0-8 0-10 0-11 0-14 0-15 0-21 0-29 No. 200 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.0 0-2.5 *Nominal Maximum Size All percentages are by weight. Nominal maximum size for concrete aggregate is defined as the smallest standard sieve opening through which the entire amount of the aggregate is permitted to pass. Standard sieve sizes shall be those listed in ASTM C33. The Contracting Agency may sample each aggregate component prior to introduction to the weigh batcher or as otherwise determined by the Engineer. Each component will be sieve analyzed separately in accordance with FOP for WAQTC/AASHTO T 27/T 11. All aggregate components will be mathematically re-combined by the proportions (percent of total aggregate by weight), provided by the Contractor on Concrete Mix Design Form 350-040.
9-03.2 Aggregate for Job-Mixed Portland Cement or Blended Hydraulic Cement
Mortar Fine aggregate for portland cement or blended hydraulic cement mortar shall consist of sand or other inert materials, or combinations thereof, accepted by the Engineer, having hard, strong, durable particles free from adherent coating. Fine aggregate shall be washed thoroughly to remove clay, loam, alkali, organic matter, or other deleterious matter. The amount of deleterious substances in the washed aggregate shall not exceed the limit specified in Section 9-03.1(2)A . Page 9-12 M 41-10
9-03 Aggregates9-03.2(1) Grading for Surface Finishing Applications
Fine aggregate shall be graded to conform to the following requirements expressed as percentage by weight: SievePercent Passing Natural Sand Manufactured Sand Min. Max. Min. Max. No. 4 99 100 99 100 No. 8 90 100 90 100 No. 16 60 90 60 90 No. 30 35 70 35 70 No. 50 10 30 20 40 No. 100 0 5 10 25 No. 200 0 3 0 10
9-03.2(2) Grading for Masonry Mortar Applications
Fine aggregate shall be graded to conform to the following requirements expressed as percent age by weight: SievePercent Passing Natural Sand Manufactured Sand Min. Max. Min. Max. No. 4 99 100 99 100 No. 8 95 100 95 100 No. 16 70 100 70 100 No. 30 40 75 40 75 No. 50 10 35 20 40 No. 100 2 15 10 25 No. 200 0 5 0 10
9-03.3 Vacant
9-03.4 Aggregate for Bituminous Surface Treatment
9-03.4(1) General Requirements
Aggregate for bituminous surface treatment shall be manufactured from ledge rock, talus, or gravel, in accordance with Section 3-01 . Aggregates for Bituminous Surface Treatment shall meet the following test requirements: Los Angeles Wear, 500 Rev. 35 percent max. Degradation Factor 30 min.
9-03.4(2) Grading and Quality
Aggregate for bituminous surface treatment shall conform to the requirements in the table below for grading and quality. The particular type or grading to be used shall be as shown in the Plans. All percentages are by weight. The material shall meet the requirements for grading and quality when placed in hauling vehicles for delivery to the roadway, or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be determined by the Engineer. M 41-10 Page 9-13 Aggregates 9-03Crushed Screening percent Passing ¾″-½″ ⅝″-No. 4 ½″-No. 4 ⅜″-No. 4 No. 4-0 1″ 99-100 ¾″ 95-100 99-100 ⅝″ 95-100 99-100 ½″ 0-20 90-100 99-100 ⅜″ 0-5 60-85 70-90 99-100 No. 4 0-10 0-3 0-5 76-100 No. 10 0-3 30-60 No. 200 0-1.5 0-1.5 0-1.5 0-1.5 0-10.0 % fracture, by weight, min. 90 90 90 90 90 All percentages are by weight. The fracture requirement shall be at least one fractured face and will apply to the combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO T 335. The finished product shall be clean, uniform in quality, and free from wood, bark, roots, and other deleterious materials. Crushed screenings shall be substantially free from adherent coatings. The presence of a thin, firmly adhering film of weathered rock shall not be considered as coating unless it exists on more than 50 percent of the surface area of any sized material between successive laboratory sieves. The portion of aggregate for bituminous surface treatment retained on a No. 4 sieve shall not contain more than 0.1 percent deleterious materials by weight. Fine aggregate used for choke stone applications meeting the grading requirements of
9-03.5 Pea Gravel
When pea gravel is specified for structural shoring and cofferdams, grading shall conform to the requirements for AASHTO Grading No. 8 set forth in Section 9-03.1(4)C.
9-03.6 Vacant
9-03.7 Vacant
9-03.8 Aggregates for Hot Mix Asphalt
9-03.8(1) General Requirements
Aggregates for Hot Mix Asphalt shall meet the following test requirements: Los Angeles Wear, 500 Rev. 30 percent max. Degradation Factor, Wearing Course 30 min. Degradation Factor, Other Courses 20 min. Sand Equivalent 45 min. Aggregate sources that have 100 percent of the mineral material passing the No. 4 sieve shall be limited to no more than 5 percent of the total weight of aggregate. Aggregates shall be uniform in quality, substantially free from wood, roots, bark, extraneous materials, and adherent coatings. The presence of a thin, firmly adhering film of weathered rock will not be considered as coating unless it exists on more than 50 percent of the surface area of any size between consecutive laboratory sieves. Page 9-14 M 41-10
9-03 AggregatesAggregate removed from deposits contaminated with various types of wood waste shall
be washed, processed, selected, or otherwise treated to remove sufficient wood waste so that the oven dried material retained on a No. 4 sieve shall not contain more than 0.1 percent by weight of material with a specific gravity less than 1.0.
9-03.8(2) HMA Test Requirements
Aggregate for HMA shall meet the following test requirements:
1.Vacant
2.The fracture requirements for the combined coarse aggregate shall apply to the material retained on the No. 4 sieve and above, when tested in accordance with FOP for AASHTO T 335. ESAL’s (millions) # Fractured Faces % Fracture < 10 1 or more 90 ≥ 10 2 or more 90
3.The uncompacted void content for the combined fine aggregate is tested in accordance with FOP for AASHTO T 304, Method A. The minimum percent voids shall be as required in the following table: Traffic HMA Evaluation ESAL’s (millions) Statistical Commercial < 3 40 40 ≥ 3 44 40
4.The minimum sand equivalent for the aggregate shall be 45. The mix design shall produce HMA mixtures when combined with RAP, RAS, coarse and fine aggregate within the limits set forth in Section 9-03.8(6) and mixed in the laboratory with the designated grade of asphalt binder, using the Superpave gyratory compactor in accordance with FOP for AASHTO T 312, and at the required gyrations for N initial, N design, and N maximum with the following properties: Mix CriteriaHMA Class ⅜ inch ½ inch ¾ inch 1 inch Min. Max. Min. Max. Min. Max. Min. Max. Voids in Mineral Aggregate (VMA), % 15.0 14.0 13.0 12.0 Voids Filled With Asphalt (VFA), % ESAL’s (millions) VFA < 0.3 70 80 70 80 70 80 67 80 0.3 to < 3 65 78 65 78 65 78 65 78 ≥ 3 73 76 65 75 65 75 65 75 Dust/Asphalt Ratio 0.6 1.6 0.6 1.6 0.6 1.6 0.6 1.6 M 41-10 Page 9-15 Aggregates 9-03Test MethodESAL’s (millions)Number of Passes Hamburg Wheel-Track Testing, FOP for AASHTO T 324 Minimum Number of Passes with no Stripping Inflection Point and Maximum Rut Depth of 10 mm< 0.3 10,000 0.3 to < 3 12,500 ≥ 3 15,000 Indirect Tensile (IDT) Strength (psi) of Bituminous Materials FOP for ASTM D6931175 Maximum ESAL’s (millions) N initial N design N maximum % Gmm< 0.3 ≤ 91.5 96.0 ≤ 98.0 0.3 to < 3 ≤ 90.5 96.0 ≤ 98.0 ≥ 3 ≤ 89.0 96.0 ≤ 98.0 Gyratory Compaction (number of gyrations)< 0.3 6 50 75 0.3 to < 3 7 75 115 ≥ 3 8 100 160 The mix criteria for Hamburg Wheel-Track Testing and Indirect Tensile Strength do not apply to HMA accepted by commercial evaluation. When material is being produced and stockpiled for use on a specific contract or for a future contract, the uncompacted void content, fracture, and sand equivalent requirements shall apply at the time of stockpiling. When material is used from a stockpile that has not been tested as provided above, the Specifications for uncompacted void content, fracture, and sand equivalent shall apply at the time of its introduction to the cold feed of the mixing plant.
9-03.8(3) Grading
9-03.8(3)A Gradation
The Contractor may furnish aggregates for use on the same contract from multiple stockpiles. The gradation of the aggregates shall be such that the completed mixture complies in all respects with the pertinent requirements of Section 9-03.8(6) . Acceptance of the aggregate gradation shall be based on samples taken from the final mix.
9-03.8(3)B Gradation – Recycled Asphalt Pavement and Mineral Aggregate
The gradation for the new aggregate used in the production of the HMA shall be the responsibility of the Contractor, and when combined with recycled material, the combined material shall meet the gradation Specification requirements for the specified Class HMA as listed in Section 9-03.8(6) or as shown in the Special Provisions. The new aggregate shall meet the general requirements listed in Section 9-03.8(1) and Section 9-03.8(2) . No contamination by deleterious materials shall be allowed in the old asphalt concrete used. For HMA with greater than 20 percent RAP by total weight of HMA the RAP shall be processed to ensure that 100 percent of the material passes a sieve twice the size of the maximum aggregate size for the class of mix to be produced. When any amount of RAS is used in the production of HMA the RAS shall be milled, crushed or processed to ensure that 100 percent of the material passes the ½ inch sieve. Extraneous materials in RAS such as metals, glass, rubber, soil, brick, tars, paper, wood and plastic shall not exceed 2.0 percent by mass as determined on material retained on the No. 4 sieve.
9-03.8(4) Vacant
Page 9-16 M 41-10
9-03 Aggregates9-03.8(5) Mineral Filler
Mineral filler, when used in HMA mix, shall conform to the requirements of AASHTO M 17.
9-03.8(6) HMA Proportions of Materials
The materials of which HMA is composed shall be of such sizes, grading, and quantity that, when proportioned and mixed together, they will produce a well graded mixture within the requirements listed below. The aggregate percentage refers to completed dry mix and includes mineral filler when used. Aggregate Gradation Control Points Sieve Sizes Percent Passing ⅜ inch ½ inch ¾ inch 1 inch 1½″ 99-100 1″ 99-100 90-100 ¾″ 99-100 90-100 90 Maximum ½″ 99-100 90-100 90 Maximum ⅜″ 90-100 90 Maximum No. 4 90 Maximum No. 8 32-67 28-58 23-49 19-45 No. 200 2.0-7.0 2.0-7.0 2.0-7.0 1.0-7.0
9-03.8(7) HMA Tolerances, Specification Limits and Adjustments
1.Job Mix Formula Tolerances and Specification Limits – The constituents of the HMA mixture at the time of acceptance shall conform to the following tolerances and specification limits: Job Mix Formula Aggregate Tolerance Limits Aggregate, Percent Passing Statistical Evaluation Visual Evaluation 1", 3/4", 1/2" and 3/8" sieves ± 6% ± 8% No. 4 sieve ± 5% ± 8% No. 8 sieve ± 4% ± 8% No. 200 sieve ± 2% ± 3% Voids in Mineral Aggregate (VMA) Tolerance Limit from the Minimum VMA Value in Section 9-03.8(2) HMA Test Requirements Statistical Evaluation HMA Class 3/8 inch 1/2 inch 3/4 inch 1 inch -0.5% -0.5% -0.5% -0.5% Specification Limits HMA Mix Property Statistical Evaluation Visual Evaluation Asphalt Binder - 0.4% to + 0.5% ± 0.7% Air Voids, Va 2.5% minimum to 5.5% maximum These tolerance and specification limits constitute the allowable limits as described in Section 1-06.2 . The tolerance limit for aggregate shall not exceed the limits of the control points, except the tolerance limits for sieves designated as 100 percent passing will be 99-100. M 41-10 Page 9-17 Aggregates 9-032. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt binder content of the JMF requires approval of the Engineer. Adjustments to the JMF will only be considered if the change produces material of equal or better quality and may require the development of a new mix design if the adjustment exceeds the amounts listed below.
a.Aggregates – The maximum adjustment from the approved mix design shall be 2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points in Section 9-03.8(6) .
b.Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder content. The maximum adjustment from the approved mix design for the asphalt binder content shall be 0.3 percent.
9-03.9 Aggregates for Ballast and Crushed Surfacing
9-03.9(1) Ballast
Ballast shall consist of crushed, partially crushed, or naturally occurring granular material from approved sources manufactured in accordance with the provisions of Section 3-01 . Aggregates for ballast shall meet the following test requirements: Los Angeles Wear, 500 Rev 40 percent max. Degradation Factor 15 min. Ballast shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be determined by the Engineer. The portion of ballast retained on No. 4 sieve shall not contain more than 0.2 percent wood waste. Sieve Size Percent Passing 2½″ 99-100 2″ 65-100 1″ 50-85 No. 4 26-44 No. 40 16 max. No. 200 9.0 max. Dust Ratio: ⅔ max. Sand Equivalent 35 min. All percentages are by weight. Page 9-18 M 41-10
9-03 Aggregates9-03.9(2) Permeable Ballast
Permeable ballast shall meet the requirements of Section 9-03.9(1) for ballast except for the following special requirements. The grading and quality requirements are: Sieve Size Percent Passing 2½″ 99-100 2″ 65-100 ¾″ 40-80 No. 4 5 max. No. 100 0-2 % Fracture 75 min. All percentages are by weight. The sand equivalent value and dust ratio requirements do not apply. The fracture requirement shall be at least one fractured face and will apply the combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO T 335.
9-03.9(3) Crushed Surfacing
Crushed surfacing shall be manufactured from ledge rock, talus, or gravel in accordance with the provisions of Section 3-01 . The materials shall be uniform in quality and substantially free from wood, roots, bark, and other extraneous material and shall meet the following quality test requirements: Los Angeles Wear, 500 Rev. 35 percent max. Degradation Factor – Top Course 25 min. Degradation Factor – Base Course 15 min. Crushed surfacing of the various classes shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway, or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be determined by the Engineer. Sieve SizeBase Course Top Course and Keystone Percent Passing 1¼″ 99-100 1″ 80-100 ¾″ 99-100 ⅝″ 50-80 ½″ 80-100 No. 4 25-45 46-66 No. 40 3-18 8-24 No. 200 7.5 max. 10.0 max. % Fracture 75 min. 75 min. Sand Equivalent 40 min. 40 min. All percentages are by weight. The fracture requirement shall be at least one fractured face and will apply to the combined aggregate retained on the No. 4 sieve in accordance with FOP for AASHTO T 335. M 41-10 Page 9-19 Aggregates 9-03The portion of crushed surfacing retained on a No. 4 sieve shall not contain more than 0.15 percent wood waste.
9-03.9(4) Maintenance Rock
Maintenance rock shall meet all requirements of Section 9-03.9(3) for crushed surfacing top course except that it shall meet the following Specifications for grading: Sieve Size Percent Passing ⅝″ 99-100 ½″ 90-100 No. 4 45-66 No. 40 10-25 No. 200 7 max. All percentages are by weight.
9-03.10 Aggregate for Gravel Base
Gravel base shall consist of granular material, either naturally occurring or processed. It shall be essentially free from various types of wood waste or other extraneous or objectionable materials. It shall have such characteristics of size and shape that it will compact readily, and the maximum particle size shall not exceed ⅔ of the depth of the layer being placed. Gravel base shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be determined by the Engineer. Sieve Size Percent Passing 2″ 75-100 No. 4 22-100 No. 200 0-10 Dust Ratio: ⅔ max. Sand Equivalent 30 min. All percentages are by weight. Gravel base material retained on a No. 4 sieve shall contain not more than 0.20 percent by weight of wood waste.
9-03.11 Streambed Aggregates
Streambed aggregates shall be naturally occurring water rounded aggregates. Aggregates from quarries, ledge rock, and talus slopes are not acceptable for these applications. Streambed aggregates shall meet the following test requirements for quality: Aggregate Property Test Method Requirement Degradation Factor WSDOT T 113 15 min. Los Angeles Wear, 500 Rev. AASHTO T 96 50% max. Bulk Specific Gravity AASHTO T 85 2.55 min. Page 9-20 M 41-10
9-03 AggregatesMaterial for streambed aggregates shall be free of deleterious material. Deleterious
material includes manufactured wood products, organic waste, coal, charcoal, or any other extraneous or objectionable material. At the discretion of the Engineer, the percent of deleterious materials may be determined visually or be tested in accordance with AASHTO T 194 or AASHTO T 267.
9-03.11(1) Streambed Sediment
Streambed sediment shall meet the following requirements for grading. If the Contractor proposes an alternate gradation, the Contractor shall submit a Type 2 Working Drawing consisting of 0.45 power maximum density curve of the proposed gradation. The alternate gradation shall closely follow the maximum density line and have Nominal Aggregate Size of no less than 1½ inches or no greater than 3 inches. The exact point of acceptance will be determined by the Engineer. Sieve Size Percent Passing 2½″ 99-100 2″ 85-100 1″ 50-82 1/2" 28-68 No. 40 10-20 No. 200 5.0-10.0 All percentages are by weight. The portion of sediment retained on 1/2" sieve shall not contain more than 0.2 percent wood waste.
9-03.11(2) Streambed Fine Sediment
Streambed fine sediment shall meet the following requirements for grading. If the Contractor proposes an alternate gradation, the Contractor shall submit a Type 2 Working Drawing consisting of 0.45 power maximum density curve of the proposed gradation. The alternate gradation shall closely follow the maximum density line and have Nominal Aggregate Size of no less than the No. 6 sieve or no greater than ¼ inch sieve. The exact point of acceptance will be determined by the Engineer. Streambed Sediment Sieve Size Percent Passing No. 4 99-100 No. 10 46-86 No. 40 26-40 No. 200 10-20 All percentages are by weight. The portion of sediment retained on No. 10 sieve shall not contain more than 0.2 percent wood waste.
9-03.11(3) Streambed Sand
Streambed sand shall meet the following requirements for grading. If the Contractor proposes an alternate gradation, the Contractor shall submit a Type 2 Working Drawing consisting of 0.45 power maximum density curve of the proposed gradation. The exact point of acceptance will be determined by the Engineer. The alternate gradation shall closely follow the maximum density line and have Nominal Aggregate Size of no less than the 3∕8 inch or no greater than 5∕8 inch. M 41-10 Page 9-21 Aggregates 9-03Streambed sand shall consist of natural unwashed material, having hard, strong, durable particles free from adherent coating or deleterious matter. Sieve Size Percent Passing 1/2" 99-100 3/8" 99-100 No. 4 90 Max No. 8 32-67 No. 200 2-7 All percentages are by weight. The portion of sediment retained on No. 8 sieve shall not contain more than 0.2 percent wood waste.
9-03.11(4) Streambed Cobbles
Streambed cobbles shall be clean, naturally occurring water rounded gravel material. Streambed cobbles shall have a well-graded distribution of cobble sizes and conform to one or more of the following gradings as shown in the Plans: Percent Passing Approximate Size14″ Cobbles6″ Cobbles8″ Cobbles10″ Cobbles12″ Cobbles 12″ 99-100 10″ 99-100 70-90 8″ 99-100 70-90 6″ 99-100 70-90 5″ 70-90 30-60 4″ 99-100 30-60 3″ 70-90 30-60 2″ 30-60 1½″ 20-50 ¾″ 10 max. 10 max. 10 max. 10 max. 10 max. 1Approximate Size can be determined by taking the average dimension of the three axes of the rock, Length, Width, and Thickness, by use of the following calculation: Length + Width + Thickness 3 = Approximate Size Length is the longest axis, width is the second longest axis, and thickness is the shortest axis. The grading of the cobbles shall be determined by the Engineer by visual inspection of the load before it is dumped into place, or, if so ordered by the Engineer, by dumping individual loads on a flat surface and sorting and measuring the individual rocks contained in the load.
9-03.11(5) Streambed Boulders
Streambed boulders shall be hard, sound and durable material, free from seams, cracks, and other defects tending to destroy its resistance to weather. Streambed Boulders shall be rounded to sub-angular in shape and the thickness axis shall be greater than 60 percent of the length axis. Streambed boulders sizes are approximately as follows, see Plans for sizes specified: Page 9-22 M 41-10
9-03 AggregatesRock Size1 Approximate Size
Type One 12″ – 18″ Type Two 18″ – 28″ Type Three 28″ – 36″ Type Four 36″ – 48″ Type Five 48″ – 54″ Type Six 54″ – 60″ 1Approximate Size can be determined by taking the average dimension of the three axes of the rock, Length, Width, and Thickness, by use of the following calculation: Length + Width + Thickness 3 = Approximate Size Length is the longest axis, width is the second longest axis, and thickness is the shortest axis.
9-03.12 Gravel Backfill
Gravel backfill shall consist of crushed, partially crushed, or naturally occurring granular material produced in accordance with the provisions of Section 3-01 .
9-03.12(1) Gravel Backfill for Foundations
9-03.12(1)A Class A
Gravel backfill for foundations, Class A, shall conform to the requirements of Section 9-03.9(1) for ballast or Section 9-03.9(3) for crushed surfacing base course.
9-03.12(1)B Class B
Gravel backfill for foundations, Class B, shall conform to the requirements of
9-03.12(2) Gravel Backfill for Walls
Gravel backfill for walls shall consist of free draining granular material, essentially free from various types of wood waste or other extraneous or objectionable materials. It shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be determined by the Engineer. Sieve Size Percent Passing 4″ 99-100 2″ 75-100 No. 4 22-66 No. 200 5.0 max. Dust Ratio: % Passing No. 200 % Passing No. 40⅔ max. Sand Equivalent 60 min. All percentages are by weight. That portion of the material retained on a No. 4 sieve shall contain not more than 0.20 percent by weight of wood waste. M 41-10 Page 9-23 Aggregates 9-039-03.12(3) Gravel Backfill for Pipe Zone Bedding Gravel backfill for pipe zone bedding shall consist of crushed, processed, or naturally occurring granular material. It shall be free from various types of wood waste or other extraneous or objectionable materials. It shall have such characteristics of size and shape that it will compact and shall meet the following Specifications for grading and quality: Sieve Size Percent Passing 1½″ 99-100 1″ 75-100 ⅝″ 50-100 No. 4 20-80 No. 40 3-24 No. 200 10.0 max. Sand Equivalent 35 min. All percentages are by weight. If, in the opinion of the Engineer, the native granular material is free from wood waste, organic material, and other extraneous or objectionable materials, but otherwise does not conform to the Specifications for grading and Sand Equivalent, it may be used for pipe bedding for rigid pipes, provided the native granular material has a maximum dimension of 1½ inches.
9-03.12(4) Gravel Backfill for Drains
Gravel backfill for drains shall conform to the following gradings: Sieve Size Percent Passing 1″ 99-100 ¾″ 80-100 ⅜″ 0-40 No. 4 0-4 No. 200 0-2 As an alternative, AASHTO grading No. 57 may be used in accordance with
9-03.12(5) Gravel Backfill for Drywells
Gravel backfill for drywells shall conform to the following gradings: Sieve Size Percent Passing 1½″ 99-100 1″ 50-100 ¾″ 0-20 ⅜″ 0-2 No. 200 0-1.5 As an alternative, AASHTO grading No. 4 may be used in accordance with Page 9-24 M 41-10
9-03 Aggregates9-03.13 Backfill for Sand Drains
Backfill for sand drains shall conform to the following grading: Sieve Size Percent Passing ½″ 90-100 No. 4 57-100 No. 10 40-100 No. 50 3-30 No. 100 0-4 No. 200 0-3.0 All percentages are by weight. That portion of backfill retained on a No. 4 sieve shall contain not more than 0.05 percent by weight of wood waste.
9-03.13(1) Sand Drainage Blanket
Aggregate for the sand drainage blanket shall consist of granular material, free from wood, bark, or other extraneous material and shall meet the following requirements for grading: Sieve Size Percent Passing 2½″ 90-100 No. 4 24-100 No. 10 14-100 No. 50 0-30 No. 100 0-7.0 No. 200 0-3.0 All percentages are by weight. That portion of backfill retained on a No. 4 sieve shall contain not more than 0.05 percent by weight of wood waste.
9-03.14 Borrow
9-03.14(1) Gravel Borrow
Aggregate for gravel borrow shall consist of granular material, either naturally occurring or processed, and shall meet the following requirements for grading and quality: Sieve Size Percent Passing 4″ 99-100 2″ 75-100 No. 4 50-80 No. 40 30 max. No. 200 7.0 max. Sand Equivalent 50 min. All percentages are by weight. Ballast may be substituted for gravel borrow for embankment construction. M 41-10 Page 9-25 Aggregates 9-039-03.14(2) Select Borrow Material for select borrow shall consist of granular material, either naturally occurring or processed, and shall meet the following requirements for grading and quality: Sieve Size Percent Passing 6″1 99-100 3″ 75-100 No. 40 50 max. No. 200 10.0 max. Sand Equivalent 30 min. All percentages are by weight. 199 to 100 percent shall pass 4-inch-square sieve and 75 to 100 percent shall pass 2-inch sieve when select borrow is used in the top 2 feet of embankments or where Method C compaction is required.
9-03.14(3) Common Borrow
Material for common borrow shall consist of granular or nongranular soil and/or aggregate that is free of deleterious material. Deleterious material includes wood, organic waste, coal, charcoal, or any other extraneous or objectionable material. The material shall not contain more than 3 percent organic material by weight. At the discretion of the Engineer the percent of deleterious materials may be determined visually or be tested in accordance with AASHTO T 194 or AASHTO T 267. The plasticity index shall be determined using test method AASHTO T 89 and AASHTO T 90. The material shall meet one of the options in the soil plasticity table below. Soil Plasticity Table Option Sieve Percent Passing Plasticity Index 1 No. 200 0 - 12 N/A 2 No. 200 12.1 - 35 6 or Less 3 No. 200 Above 35 0 All percentages are by weight. If requested by the Contractor, the plasticity index may be increased with the approval of the Engineer.
9-03.14(4) Gravel Borrow for Structural Earth Wall
All backfill material within the reinforced zone for structural earth walls shall consist of granular material, either naturally occurring or processed, and shall be free draining, free from organic or otherwise deleterious material. The material shall be substantially free of shale or other soft, poor durability particles, and shall not contain recycled materials, such as glass, shredded tires, concrete rubble, or asphaltic concrete rubble. The backfill material shall meet the following requirements for grading and quality: Page 9-26 M 41-10
9-03 AggregatesSieve SizeGeosynthetic Reinforcement
percent PassingMetallic Reinforcement percent Passing 4 99-100 2 75-100 1¼″ 99-100 1″ 90-100 No. 4 50-80 50-80 No. 40 30 max. 30 max. No. 200 7.0 max. 7.0 max. Sand Equivalent 50 min. 50 min. All percentages are by weight Property Test MethodGeosynthetic Reinforcement RequirementsMetallic Reinforcement Requirements Los Angeles Wear 500 rev.AASHTO T 96 35 percent max. 35 percent max. Degradation Factor WSDOT T 113 15 min. 15 min. Resistivity WSDOT T 417 3,000 ohm-cm, min. pH WSDOT T 417 4.5 - 9 5 - 10 Chlorides AASHTO T 291 100 ppm max. Sulfates AASHTO T 290 200 ppm max. If the resistivity of the gravel borrow equals or exceeds 5,000 ohm-cm, the specified chloride and sulfate limits may be waived. Wall backfill material satisfying these grading and property requirements shall be classified as nonaggressive.
9-03.15 Native Material for Trench Backfill
Trench backfill outside the roadway prism shall be excavated material free of wood waste, debris, clods or rocks greater than 6 inches in any dimension.
9-03.16 Vacant
9-03.17 Foundation Material Class A and Class B
Foundation material Class A and Class B shall conform to the following gradations: Sieve SizePercent Passing Class A Class B 2½″ 98-100 95-100 2″ 92-100 75-100 1½″ 72-87 30-60 ¾″ 27-47 0-5 ⅜″ 3-14 No. 4 0-5 All percentages are by weight. M 41-10 Page 9-27 Aggregates 9-039-03.18 Foundation Material Class C Foundation material Class C shall consist of clean bank run sand and gravel, free from dirt, roots, topsoil, and debris and contain not less than 35 percent retained on a No. 4 sieve and with all stones larger than 2 inches in the longest dimension removed.
9-03.19 Bank Run Gravel for Trench Backfill
Trench backfill material shall consist of aggregate for gravel base, as specified in Section
9-03.10 , excepting however, that 100 percent of the material shall pass a 2½-inch screen.
9-03.20 Test Methods for Aggregates
The properties enumerated in these Specifications shall be determined in accordance with the following methods of test: Title Test Method FOP for AASHTO R 90 for Standard Practice for Sampling AggregatesFOP for AASHTO R 90 Organic Impurities in Fine Aggregates for Concrete AASHTO T 21 Clay Lumps and Friable Particles in Aggregates AASHTO T 112 Resistance to Degradation of Small Size Coarse Aggregate by Abrasion and Impact in the Los Angeles MachineAASHTO T 96 Material Finer than 0.075mm (No. 200) Sieve in Mineral Aggregates by WashingAASHTO T 11 FOP for AASHTO for Determining the percentage of Fracture in Coarse Aggregates FOP for AASHTO T 335 FOP for WAQTC/AASHTO for Sieve Analysis of Fine and Coarse Aggregates FOP for WAQTC T 27/T 11 FOP for AASHTO T 176 for Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test FOP for AASHTO T 176 Method of Test for Determination of Degradation Value WSDOT T 113 Particle Size Analysis of Soils AASHTO T 88
9-03.21 Recycled Material
9-03.21(1) General Requirements
Hot Mix Asphalt (HMA), Concrete Rubble, Recycled Glass (glass cullet), and Steel Furnace Slag may be used as, or blended uniformly with, naturally occurring materials for aggregates. The final blended product and the recycled material component included in a blended product shall meet the specification requirements for the specified type of aggregate. The Contracting Agency may collect verification samples at any time. Blending of more than one type of recycled material into the naturally occurring materials requires approval of the Engineer prior to use. Prior to incorporating recycled materials into the work or storage on the job site, the Contractor shall provide a certification on the source of the all recycled materials. Recycled materials obtained from the Contracting Agency’s roadways will not require toxicity testing or certification for toxicity characteristics unless requested by the Engineer. Recycled materials that are not from the Contracting Agency’s roadways shall not be incorporated into the work or imported to the job site until the Contractor provides testing and certification for toxicity characteristics to the Engineer. The Contractor shall provide the following:
1.Identification of the recycled materials proposed for use. Page 9-28 M 41-10
9-03 Aggregates2. Sampling documentation no older than 90 days from the date the recycled material is
placed on the project. Documentation shall include a minimum of five samples tested for total lead content by EPA Method 6010. Total lead test results shall not exceed 250 ppm. Samples that exceed 100 ppm must then be prepared by EPA Method 1311, the Toxicity Characteristic Leaching Procedure (TCLP), where liquid extract is analyzed by EPA Method 6010B. The TCLP test must be below 5.0 ppm.
3.Certification that the recycled materials are not Washington State Dangerous Wastes per the Dangerous Waste Regulations, WAC 173-303 .
4.Certification that the recycled materials are in conformance with the requirements of the Standard Specifications prior to delivery. The certification shall include the percent by weight of each recycled material.
9-03.21(1)A Reclaimed Asphalt Shingles
Reclaimed asphalt shingles shall be non-asbestos containing material (ACM) as defined in 40 CFR 61 Subpart M and tested in accordance with 40 CFR part 763, subpart E, appendix E, Section 1. Polarized Light Microscopy (PLM) Test Method EPA/600/R-93/116 by an accredited laboratory. The PLM Test Method to determine ACM content will be the standard PLM Test Method to determine ACM less than 1.0% and the PLM 1000 Point Count Test Method to determine ACM less than 0.1%. The Contractor shall keep all ACM test results on file and provide copies to the Engineer when submitting a HMA mix design for approval in accordance with Section 5-04 . The Contractor shall provide the testing and certification for toxicity characteristics in accordance with Section 9-03.21(1) prior to delivery and placement of the recycled asphalt shingles and use of the RAS in HMA.
9-03.21(1)B Recycled Asphalt Pavement
For recycled materials incorporating hot mix asphalt, the product supplier shall certify that the blended material does not exceed the Maximum Allowable percentage of hot mix asphalt shown in Section 9-03.21(1)F . For RAP that is not from the Contracting Agency’s roadway, the Contractor shall provide the testing and certification for toxicity characteristics in accordance with Section 9-03.21(1) prior to delivery and placement of the RAP and use of the RAP in HMA.
9-03.21(1)C Recycled Concrete Aggregate
Recycled concrete aggregates are coarse and fine aggregates manufactured from hardened concrete mixtures. Recycled concrete aggregate may be used as coarse aggregate or blended with coarse aggregate for Commercial Concrete, Class 3000 concrete, or Cement Concrete Pavement. Recycled concrete aggregate shall meet all of the requirements for coarse aggregate contained in Section 9-03.1(4) or 9-03.1(5) . In addition to the requirements of Section
9-03.1(4) or 9-03.1(5) , recycled concrete shall:
1.Contain an aggregated weight of less than 1 percent of adherent fines, vegetable matter, plastics, plaster, paper, gypsum board, metals, fabrics, wood, tile, glass, asphalt (bituminous) materials, brick, porcelain or other deleterious substance(s) not otherwise noted;
2.Be free of components such as chlorides and reactive materials that are detrimental to the concrete, unless mitigation measures are taken to prevent recurrence in the new concrete;
3.Have an absorption of less than 10 percent when tested in accordance with AASHTO T 85.
4.For Cement Concrete Pavement mix designs using recycled concrete aggregates, the Contractor shall submit evidence that ASR mitigating measures control expansion in accordance with Section 9-03.1(1) . M 41-10 Page 9-29 Aggregates 9-03Recycled concrete aggregate shall be in a saturated condition prior to mixing. Recycled concrete, of all forms, shall not be placed below the ordinary high-water mark of surface waters of the State.
9-03.21(1)C1 Recycled Concrete Aggregate Approval and Acceptance
Recycled concrete aggregate shall be from either a Tier 1, Tier 2 or Tier 3 Reclamation Facility meeting the requirements below: Tier 1 Approval Requirements Approval of the Reclamation Facility is not required nor is it required to be on the WSDOT Qualified Products List. Acceptance RequirementsCertification of toxicity characteristics in accordance with Field acceptance testing in accordance with Section 3-04 . Approved to provide the following Aggregate Materials:
9-03.10 Aggregate for Gravel Base
9-03.12(1)B Gravel Backfill for Foundations Class B
9-03.12(2) Gravel Backfill for Walls
9-03.12(3) Gravel Backfill for Pipe Zone Bedding
9-03.14(1) Gravel Borrow
9-03.14(2) Select Borrow
9-03.14(2) Select Borrow (greater than 3 feet below subgrade and side slope)
9-03.14(3) Common Borrow
9-03.14(3) Common Borrow (greater than 3 feet below subgrade and side slope)
9-03.17 Foundation Material Class A and Class B
9-03.18 Foundation Material Class C
9-03.19 Bank Run Gravel for Trench Backfill
Tier 2: For WSDOT Recycled Concrete and WSDOT Return Concrete Approval Requirements The Reclamation Facility shall be listed on the WSDOT Qualified Products List. The Reclamation Facility shall have a Quality Control Plan (QCP) in accordance with WSDOT QC 9 “Standard Practice for Approval of Reclamation Facilities of WSDOT Recycled Concrete and WSDOT Returned Concrete”. The Reclamation Facility’s QCP shall be submitted through the QPL Engineer and approved by the WSDOT State Materials Laboratory. Once accepted, changes to the QCP will require a new QCP to be submitted for acceptance. Evaluation of aggregate source properties (LA Wear and Degradation) for the recycled concrete aggregate is not required. Acceptance RequirementsCertification of toxicity characteristics in accordance with Field acceptance testing in accordance with Section 3-04 is required. Provide certification in accordance with WSDOT QC 9 for every lot. A lot shall be no larger than 10,000 tons. Page 9-30 M 41-10
9-03 AggregatesApproved to provide the following Aggregate Materials:
Tier 1 aggregate materials
9-03.1 Coarse Aggregate for Commercial Concrete, Concrete class 3000, or Cement
Concrete Pavement
9-03.9(1 ) Ballast
9-03.9(2) Permeable Ballast
9-03.9(3) Crushed Surfacing
9-03.12(1)A Gravel Backfill for Foundations Class A
Tier 3: For Recycled Concrete Aggregates from Stockpiles of Unknown Sources Approval Requirements The Reclamation Facility shall be listed on the WSDOT Qualified Products List. The Reclamation Facility shall have a Quality Control Plan (QCP) in accordance with WSDOT QC 10 “Standard Practice for Approval of Reclamation Facilities of Recycled Concrete Aggregates from Stockpiles of Unknown Sources”. The Reclamation Facility’s QCP shall be submitted through the QPL Engineer and approved by the WSDOT State Materials Laboratory. Once accepted, changes to the QCP will require a new QCP to be submitted for acceptance. Evaluation of aggregate source properties (LA Wear and Degradation) for the recycled concrete aggregate is required. Acceptance RequirementsCertification of toxicity characteristics in accordance with Field acceptance testing in accordance with Section 3-04 is required. Provide certification in accordance with WSDOT QC 10 for every lot. A lot shall be no larger than 10,000 tons. Approved to provide the following Aggregate Materials: Tier 1 aggregate materials
9-03.1 Coarse Aggregate for Commercial Concrete, Concrete class 3000, or Cement
Concrete Pavement
9-03.9(1) Ballast
9-03.9(2) Permeable Ballast
9-03.9(3) Crushed Surfacing
9-03.12(1)A Gravel Backfill for Foundations Class A
9-03.21(1)D Recycled Glass (glass cullet)
Glass Cullet shall meet the requirements of AASHTO M 318 with the additional requirement that the glass cullet is limited to the maximum amounts set in Section
9-03.21(1)E for recycled glass. Prior to use the Contractor shall provide certification
to the Engineer that the recycled glass meets the physical properties and deleterious substances requirements in AASHTO M 318. The Contractor shall provide the testing and certification for toxicity characteristics in accordance with Section 9-03.21(1) prior to delivery and placement of the recycled glass and use of the recycled glass in other materials.
9-03.21(1)E Steel Slag
The Contractor shall provide to the Engineer the steel furnace slag blends that will be used in the final product prior to use. Recycled steel furnace slag shall not be placed M 41-10 Page 9-31 Aggregates 9-03below the ordinary high-water mark of surface waters of the State. The Contractor shall provide the testing and certification for toxicity characteristics in accordance with Section
9-03.21(1) prior to delivery and placement of the steel slag and use of the steel slag in
other materials.
9-03.21(1)F Table on Maximum Allowable percent (By Weight) of Recycled Material
Maximum Allowable percent (by weight) of Recycled Material Recycled Asphalt PavementRecycled Concrete AggregateRecycled Glass (glass cullet) Steel Slag Fine Aggregate for Concrete 9-03.1(2) 0 0 0 0 Coarse Aggregates for Concrete9-03.1(4) 0 0 0 0 Coarse Aggregate for Concrete Pavement9-03.1(4) 0 100 0 0 Coarse Aggregate for Commercial Concrete and Class 3000 Concrete9-03.1(4) 0 100 0 0 Aggregates for Hot Mix Asphalt 9-03.8 See
5-04.20 0 20
Ballast 9-03.9(1) 25 100 20 20 Permeable Ballast 9-03.9(2) 25 100 20 20 Crushed Surfacing 9-03.9(3) 25 100 20 20 Aggregate for Gravel Base 9-03.10 25 100 20 20 Gravel Backfill for Foundations – Class A9-03.12(1)A 25 100 20 20 Gravel Backfill for Foundations – Class B9-03.12(1)B 25 100 20 20 Gravel Backfill for Walls 9-03.12(2) 0 100 20 20 Gravel Backfill for Pipe Zone Bedding9-03.12(3) 0 100 20 20 Gravel Backfill for Drains 9-03.12(4) 0 0 20 0 Gravel Backfill for Drywells 9-03.12(5) 0 0 20 0 Backfill for Sand Drains 9-03.13 0 0 20 0 Sand Drainage Blanket 9-03.13(1) 0 0 20 0 Gravel Borrow 9-03.14(1) 25 100 20 20 Select Borrow 9-03.14(2) 25 100 20 20 Select Borrow (greater than 3 feet below Subgrade and side slopes)9-03.14(2) 100 100 20 20 Common Borrow 9-03.14(3) 25 100 20 20 Common Borrow (greater than 3 feet below Subgrade and side slopes)9-03.14(3) 100 100 20 20 Foundation Material Class A and Class B9-03.17 0 100 20 20 Foundation Material Class C 9-03.18 0 100 20 20 Bank Run Gravel for Trench Backfill9-03.19 25 100 20 20
Source: Washington Standard Specifications for Road, Bridge, and Municipal Construction, 2024 Edition. Pages 918–941 of 1,151.