1002 Characteristic PCC HMA SMA Physical Organic Impurities, AASHTO T 21 lighter than or equal to, Color Standard (Note 1) ..... Acid Insoluble, ITM 202 ................................. (Note 2) Soundness Freeze and Thaw, AASHTO T 103, Procedure A, % max. (Note 3) ........................ Brine Freeze and Thaw, ITM 209, % max. (Note 3) ................................................ Sodium Sulfate Soundness, AASHTO T 104, % max. (Note 3) ................................................ 10.0 12.0 10.0 10.0 12.0 10.0 10.0 12.0 10.0 Notes:
1.When subjected to the colormetric test for organic impurities and a color darker than the standard is produced, it shall be tested for effect of organic impurities on strength of mortar in accordance with AASHTO T 71. If the relative strength at seven days is less than 95% it shall be rejected.
2.The fine aggregate, including blended fine aggregate, used in HMA Surface 4.75 mm mixtures shall have a minimum acid-insoluble content of 40%, except when using ACBF or GBF slag sands, the minimum acid-insoluble content shall be 25%. Acid-insoluble requirements shall not apply to crushed gravel, limestone, or dolomite sands.
3.AASHTO T 104 and ITM 209 may be run at the option of the Engineer, in- lieu of AASHTO T 103.
a.For Portland Cement Concrete Fine aggregate for use in PCCP or bridge decks shall be natural sand. Fine aggregate for other PCC shall be natural sand or crushed limestone, dolomite, gravel, or ACBF. Natural sand which has been used as f oundry sand when tested in accordance with ITM 215, and complying with IDEM Class I II or Class IV in accordance with 329 IAC 10-7-4 may be used in precast concrete units or precast concrete pipe. When foundry sand is used, the precast concrete manufact urer shall maintain a copy of the Waste Classification issued by IDEM and an indemnification statement shall accompany the 110 precast items to each contract.
b.For HMA Mixtures Fine aggregates for use in HMA shall be natural sand or crushed limestone, dolomite, gravel, sandstone, SF, or ACBF. SF sand may be used in HMA surface mixtures. SF sand may only be used in HMA base and HMA intermediate mixtures if SF in accordance with 904.01 is used to produce the SF sand. The amount of crushed limestone sand shall not exceed 20% by volume of the total aggr egate used in HMA surface mixtures with ESAL counts equa l to or greater than 3,000,000, except limestone sands manufactured from aggregates on the QPL of Polish Resistant 120 904.02 1003 Aggregate Sources will not be limited. If soundness testing cannot be conducted, the aggregate shall come from a Category I source in accordance with ITM 203. The fine aggregate angularity value of th e total blended aggregate material from the fine and coarse aggregates, and recy cled materials shall meet or exceed the minimum values for the appropriate ESAL category and position within the pavement structure as follows: Fine Aggregate Angularity Traffic ESAL Depth from Surface 4 in. > 4 in. < 3,000,000 40* 40 3,000,000 to < 10,000,000 45 40 10,000,000 45 40 * For 4.75 mm mixtures, the fine aggregate angularity shall be 45 for < 3,000,000 ESAL. Fine Aggregate Angularity, Method A ............................... AASHTO T 304 130 The fine aggregate angularity value shall not apply to OG mixtures.
c.For SMA Mixtures Fine aggregate for SMA shall be limestone, dolomite, crushed gravel, SF, or ACBF. Crushed gravels shall have a minimum fine aggregate angularity of 45 in accordance with AASHTO T 304, Method A. Fine aggregates shall be non-plastic in accordance with AASHTO T 90. (d) For Pneumatically Placed Mortar 140 Fine aggregate shall be natural sand su itable for use with a pneumatic cement gun. Fine aggregate shall be size No. 15, or size PP in accordance with 904.02(h), or an approved gradation from a CAPP source. ( e ) M o r t a r S a n d Fine aggregate for mortar shall consist of uniformly graded natural sand in accordance with gradation requ irements of 904.02(h) for size No. 15 or an approved gradation from a CAPP source.
f.Mineral Filler for SMA 150 Mineral filler shall consist of dust produced by crushing stone, portland cement, or other inert mineral matter having similar characteristics. Mineral filler shall be in accordance with the gradation requirement s of 904.02(h) for size No. 16 or as approved by the Engineer. Mineral filler shall be in accordance with ITM 203 or from an ACBF slag source. The sieve analysis of mineral filler shall be conducted in accordance with AASHTO T 37 ex cept as noted in 904.07. Mineral filler shall be non- plastic in accordance with AASHTO T 90. 904.02
g.Snow and Ice Abrasives Snow and ice abrasives shall be fine aggr egates or cinders in accordance with the 160 gradation requirements of 904.02(h) for size S&I. When steel slag is used for snow and ice abrasives, and payment is on a tonnage basis, the pay quantity shall be adjusted in accordance with 904.01.
h.Sizes of Fine Aggregates Sizes (Percent Passing) Sieve Sizes 23 24 15 16 PP S&I 3/8 in. (9.5 mm) 100 100 100 No. 4 (4.75 mm) 95 - 100 95 - 100 100 No. 6 (3.35 mm) 100 No. 8 (2.36 mm) 80 - 100 70 - 100 90 - 100 85 - 95 No. 16 (1.18 mm) 50 - 85 40 - 80 No. 30 (600 μm) 25 - 60 20 - 60 50 - 75 100 50 - 65 No. 50 (300 μm) 5 - 30 7 - 40 15 - 40 15 - 25 0 - 30 No. 80 (180 μm) 95 - 100 No. 100 (150 μm) 0 - 10 1 - 20 0 - 10 0 - 10 No. 200 (75 μm) 0 - 3 0 - 6 0 - 3 65 - 100 0 - 7
i.Sampling and Testing Sampling and testing will be conducted in accordance with the following 170 AASHTO and ITM procedures. Acid Insoluble Content ................................................ ITM 202 Amount of Material Finer than No. 200 (75 μm) Sieve* ....................................... AASHTO T 11 Brine Freeze and Thaw Soundness .............................. ITM 209 Control Procedures for Classification of Aggregates ........................................................ ITM 203 Determining the Plastic Limit and Plasticity Index of Soils ........................................ AASHTO T 90 180 Mortar Strength ........................................................... AASHTO T 71 Organic Impurities ....................................................... AASHTO T 21 Sampling Aggregates................................................... AASHTO R 90 Sampling Stockpiled Aggregates................................. ITM 207 Sieve Analysis of Aggregate* ..................................... AASHTO T 27 Sieve Analysis of Mi neral Filler* ................................ AASHTO T 37 Soundness* .................................................................. AASHTO T 103, AASHTO T 104 Specific Gravity an d Absorption, Fine Aggregate ....... AASHTO T 84 * Except as noted in 904.07. 190 904.02 1005 904.03 Coarse Aggregates Coarse aggregates are defined as having a minimum of 20% retained on the No. 4 (4.75 mm) sieve. Coarse aggregates sha ll not contain adherent fines that are detrimental to the end product as defined in ITM 211. The coarse aggregate shall comply with the quality requirements and the additional requirements in accordance with 904.03(a). Coarse aggregate may be rejected based on previous performance service records. Class AP is defined as the highest classification and Class F the lowest. 200 Blending of material for compliance with gradation or crushed particle requirements may be approved when requested in writing. Blending of aggregate products to improve the quality classification of the finished product will not be allowed. [continued on next page] 904.03 1006(a) Classification of Aggregates Characteristic Classes AP AS A B C D E F Quality Requirements: Freeze and Thaw Beam Expansion, % max. (Note 1) .. .060 Los Angeles Abrasion, % max. (Note 2) ...................... 40.0 30.0 40.0 40. 0 45.0 45.0 50.0 Freeze and Thaw, AASHTO T 103, Procedure A, % max. (Note 3) .................................................... 12.0 12.0 12.0 12.0 16.0 16.0 20.0 25.0 Sodium Sulfate Soundness, % max. (Note 3) ............... 12.0 12.0 12.0 12.0 16.0 16.0 20.0 25.0 Brine Freeze and Thaw Soundness, % max. (Note 3) .. 30 30 30 30 40 40 50 60 Absorption, % max. (Note 4) ....................................... 5.0 5.0 5.0 5.0 5.0 Additional Requirements: Deleterious, % max. Clay Lumps and Friable Particles ................. 1.0 1.0 1.0 1.0 2.0 4.0 Non-Durable (Note 5)................................... 4.0 2.0 4.0 4.0 6.0 8.0 Coke.............................................................. (See Note 6) Iron................................................................ (See Note 6) Chert (Note 7)............................................... 3.0 3.0 3.0 5.0 8.0 10.0 Weight per Cubic Foot for Slag, lb, min. .................... 75.0 75.0 75.0 70.0 70.0 70.0 Crushed Particles, % min. (Note 8) Compacted Aggregates ............................................... 20.0 20.0 20.0 20.0 Notes:
1.Freeze and thaw beam expansion shall be tested and re-tested in accordance with ITM 210.
2.Los Angeles abrasion requirements shall not apply to BF. 904.03 10073. Aggregates may, at the option of the Engineer, be accepted by the Sodium Sulfate Soundness or Brine Freeze and Thaw Soundness requirements.
4.Absorption require ments apply only to aggregates used in PCC and HMA mixtures except they shall not apply to BF. When crushed stone coarse aggregates from Category I sources consist of production from ledges whose absorptions differ by more than two percentage points, the absorption test will be performed every three months on each size of material proposed for use in PCC or HMA mixtures. Materials having absorption values between 5.0 and 6.0 that pass AP testing may be used in PCC. If variations in absorption preclude satisfactory production of PCC or HMA mixtures, independent stockpiles of materials will be sampled, tested , and approved prior to use.
5.Non-durable particles include soft particles as de termined by ITM 206 and other particles which are structurally weak, such as soft sandstone, shale, limonite concretions, coal, weathered schist, cemented gravel, ocher, shells, wood, or other objectionable ma terial. Determination of non-durable particles shall be made from the tota l weight (mass) of material retained on the 3/8 in. (9.5 mm) sieve. Scratch Hardness Test shall not apply to crushed stone coarse aggregate.
6.ACBF and SF coarse aggregate shall be free of objectionable amounts of coke, iron, and lime agglomerates.
7.The bulk specific grav ity of chert shall be based on the saturated surface dry condition. The amount of chert less than 2.45 bulk specific gravity shall be determined on the total weight (mass) of material retained on the 3/8 in. (9.5 mm) sieve for sizes 2 through 8, 43, 53, and 73 and on the total weight (mass) of material retained on the No. 4 (4.75 mm) sieve for sizes 9, 11, 12, and 91.
8.Crushed particle requirements apply to gravel coarse aggregat es used in compacted aggregates. Determination of crushed partic les shall be made from the weight (mass) of material retained on the No. 4 (4.75 mm) sieve in accordance with ASTM D5821. 904.03 1008 (b) Coarse Aggregate Angularity for HMA and SMA The coarse aggregate angularity, CAA, of the total blended aggregate, including recycled materials, shall m eet or exceed the minimum valu es for the appropriate ESAL category and position within the pavement structure as follows: Coarse Aggregate Angularity Traffic ESAL Depth from Surface LQ > 4 in. < 3,000,000 75 50 3,000,000 to < 10,000,000 85/80* 60 10,000,000 95/90* 95/90* * Denotes two faced crush re quirements. For SMA mixtures, the total blended aggregate shall be 100% one face and 95% two face crushed. 220 Coarse Aggregate Angularity ...................................... ASTM D5821 Coarse aggregate angularity requirements do not apply to 4.75 mm HMA mixture designation. (c) Flat and Elongated The coarse aggregate shall contain 10% or less flat and elongated particles. A flat and elongated piece is defined as a particle having a ratio of length to thickness greater than 5. Determination of flat and elongated particles shall be made from the weight (mass) of material retained on the 3/8 in . (9.5 mm) sieve and each sieve size greater 230 than the 3/8 in. (9.5 mm) sieve. Flat and Elongated ....................................................... ASTM D4791 Flat and elongated requirements do not apply to 4.75 mm HMA mixture designation.
d.Surface Aggregate Requirements The surface mixture aggregates selection shall be based on the ESAL category as follows: 240
1.HMA Coarse Aggregate
a.ESAL Category 2 and Type B surface mixtures. All coarse aggregate types including ACBF slag, SF slag, sandstone, crushed dolomite, polish resistant aggregate, crushed stone and gravel may be used.
b.ESAL Category 3 and Type C surface mixtures. ACBF slag, SF slag, sandstone, crushed dolomite, polish resistant 250 904.03 1009 aggregate or any combination th ereof shall be used. Crushed stone or gravel shall not be used unless the aggregate is classified as a crushed dolomite or polish resistant aggregate.
c.ESAL Category 4 a nd Type D surface mixtures. High friction aggregates including ACBF slag, SF slag, sandstone, or aggregates in accordance with ITM 221 shall be used and at a minimum shall comprise 50% by volume of the coarse aggregate. 260 Crushed dolomite and polish resistant aggregates may be used up to a maximum 50% by volume of the coarse aggregate material retained on the No. 4 (4.75 mm) sieve when blended with a high friction aggregate. Crushed stone and gravel may be used up to a maximum 20% by volume of the coarse aggregate material retained on the No. 4 (4.75 mm) sieve when blended with a high friction aggregate. 270
2.SMA Coarse Aggregate SF slag, sandstone, crushed dolomite, and polish resistant aggregates in accordance with 904.03(a) may be used in SMA mixtures provided the mixtures are designed in accordance with ITM 220. [continued on next page] 904.03 1010(e) Sizes of Coarse Aggregates Sieve SizesCoarse A ggregate Sizes (Percent Passin g) Coarse Graded Dense Graded 2 58911, SC 11(5)12, SC 12(5) SC 16(5)43(1)91 93PG(6)53(1)73(1) 4 in. (100 mm) 3 1/2 in. (90 mm ) 2 1/2 in. (63 mm ) 100 2 in. (50 mm ) 80 - 100 1 1/2 in. (37.5 mm ) 100 100 100 1 in. (25 mm) 0 - 25 85 - 98 100 70 - 90 100 80 - 100 100 3/4 in. (19 mm ) 0 - 10 60 - 85 75 - 95 100 50 - 70 70 - 90 90 - 100 1/2 in. (12.5 mm ) 0 - 7 30 - 60 40 - 70 60 - 85 100 100 100 35 - 50 98 - 100 55 - 80 60 - 90 3/8 in. (9.5 mm ) 15 - 45 20 - 50 30 - 60 75 - 95 95 - 100 94 - 100 75 - 100 No. 4 (4.75 mm ) 0 - 15 0 - 15 0 - 15 10 - 30 50 - 80 15 - 45 20 - 40 10 - 60 35 - 60 35 - 60 N o . 8 ( 2 . 3 6 m m ) 0 -1 0 0 -1 0 0 -1 0 0 -1 0 0 -3 5 1 5 -3 5 0 -1 5 2 5 -5 0 No. 16 (1.18 mm ) 0 - 4 No. 30 (600 μm) 0 - 4 5 - 20 0 - 5 12 - 30 12 - 30 No. 200 (75 μm)(2)0 - 6.0 5.0 - 13.0(4)5.0 - 12.0 Decant (PCC )(3)0 - 1.5 0 - 1.5 0 - 1.5 0 - 1.5 0 - 1.5 0 - 1.5 Decant (Non-PCC) 0 - 2.5 0 - 2.5 0 - 3.0 0 - 2.5 0 - 2.5 0 - 2.0 0 - 2.5 0 -2.0 Decant (SC) 0 - 1.5 0 - 1.5 0 - 1.5 (1)The liquid limit shall not exceed 25 (35 if slag) and the plasticity index shall not exceed 5. The liquid limit shall be determ ined in accordance with AASHTO T 89 and the plasticity index in accordance with AASHTO T 90. (2)Includes the total amount passing the No. 200 (75 μm) sieve as determined by AASHTO T 11 and AASHTO T 27. (3)Decant may be from 0 to 2.5 for stone and slag. 904.03 1011 (4)When slag is used for separation layers as defined in 302.01, the total amount passing the No. 200 (75 μm) sieve shall be 10.0 to 12.0. (5)Seal coat (SC) aggregates shall be 85% one face and 80% two face crushed. The Flakiness Index in accordance with ITM 224 shall be a maximum of 25%. (6)Pea gravel shall be generally uncrushed gravel, with a maximum of 20% crushed particles, and shall meet the gradation requireme nts of 93PG. Determination of crushed particles shall be made from the weight (mass) of material retained on the No. 4 (4.75 mm) sieve in ac cordance with ASTM D5821. Where an AASHTO coarse aggregate is speci fied as an option, gradation shall be in accordance with AASHTO M 43. All other aggregate properties shall be in accordance with 904. 904.03 1012 (f) Sampling and Testing Sampling and testing will be in accordance with the following AASHTO, ASTM, and ITM procedures. Amount of Material finer than No. 200 (75 μm) Sieve* ................................ AASHTO T 11 290 Brine Freeze and Thaw Soundness .............................. ITM 209 Clay Lumps and Friabl e Particles ................................ AASHTO T 112 Control Procedures for Classification of Aggregates .. ITM 203 Crushed Particles ......................................................... ASTM D5821 Dolomite Aggregates ................................................... ITM 205 Flat and Elongated Particles ........................................ ASTM D4791 Freeze and Thaw Beam Expansion ............................. ITM 210 Lightweight Pieces in Aggregates* ............................. AASHTO T 113 Los Angeles Abrasion ................................................. AASHTO T 96 Micro-Deval Abrasion ................................................. AASHTO T 327 300 Polished Resistant Aggregates..................................... ITM 214 Sampling Aggregates* ................................................. AASHTO R 90 Sampling Stockpiled Aggregates................................. ITM 207 Scratch Hardness ......................................................... ITM 206 Sieve Analysis* ........................................................... AASHTO T 27 Soundness* .................................................................. AASHTO T 103, AASHTO T 104 Specific Gravity and Absorption* ............................... AASHTO T 85 Unit Weight and Voids in Aggregates ......................... AASHTO T 19 *Except as noted in 904.07 310
904.04 Riprap
Riprap shall consist of SF for dumped riprap only, sound stone, stone masonry, or other approved material, free from structural defects and of approved quality. Stone containing shale, unsound sandstone, or other material that will disintegrate readily, shall not be used.
a.Dumped Riprap Dumped riprap shall be broken concrete, masonry, or stone removed from an old structure; broken pieces removed from concrete pavement, base, or monolithic brick 320 pavement; or broken rock from class X, class Y, unclassified excavation, or solid rock excavation. Material provided from sources outside the right-of-way shall be coarse aggregate, Class F or higher.
b.Grouted Riprap Grouted riprap material shall be in accordance with dumped riprap or revetment riprap. (c) Revetment, Class 1, and Class 2 Riprap The material shall be coarse aggregate, Class F or higher. Gradation shall be in 330 accordance with 904.04(f). 904.04
d.Uniform Riprap The material shall be coarse aggregat e, Class F or higher in accordance with 904.03(a). Gradation shall be in accordance with 904.04(f). Either Type A or Type B may be utilized. (e) Precast Concrete Riprap Precast concrete riprap shall consist of unreinforced concrete units of the thickness specified and shall be in accordance with the deta ils shown on the plans. The 340 precast concrete units shall be in accordan ce with ASTM C139, except the fine aggregates shall be in accordance with 904. 02(a) and the coarse aggregates, class A or higher, shall be in accordance with 904. 03. The minimum compressive strength shall be 2,500 psi for an average of three units and 2,300 psi for individual units. The maximum water absorption shall be 12 lb/cu ft for an average of three units.
f.Sizes of Riprap Gradation Requirements Percent Smaller Size, in. Revetment Class 1 Class 2 Uniform A Uniform B 30 100 24 100 85 - 100 18 100 85 - 100 60 - 80 12 90 - 100 35 - 50 20 - 40 8 100 6 20 - 40 10 - 30 0 - 20 35 - 80 95 - 100 3 0 - 10 0 - 10 0 - 10 35 - 80 1 0 - 20 0 - 20 Depth of Riprap, min. 18 in. 24 in. 30 in. The maximum dimension of individual pieces shall not be greater than three times 350 the minimum dimension and no dimension shall exceed the maximum size listed for the respective size of riprap. The riprap will be visually inspected for size, shape, and consistency.
904.05 Structure Backfill The material shall be of acceptable quality, free from large or frozen lumps, wood,
or other extraneous matter. It shall consist of suitable sand, gravel, crushed stone, ACBF, or GBF. Structure backfill shall be in accordance with one of the gradations shown in the table below, or coarse aggregate No. 5, No. 8, No. 9, No. 11, No. 12, No. 53, or No. 73 in accordance with the gradation requirements of 904.03(e). Coarse 360 aggregate No. 5, No. 8, No. 9, No. 11, No. 12, No. 53, No. 73, or AASHTO No. 57 shall be crushed stone or ACBF, class D or higher. 904.05 1014 Sieve Sizes Nominal Sizes and % Passing 2 in. 1 1/2 in. 1 in. 1/2 in. No. 4 No. 30 2 1/2 in. (63 mm) 100 2 in. (50 mm) 90 - 100 100 1 1/2 in. (37.5 mm) 70 - 100 90 - 100 100 100 1 in. (25.0 mm) 55 - 95 70 - 100 85 - 100 3/4 in. (19.0 mm) 45 - 90 55 - 95 70 - 100 1/2 in. (12.5 mm) 35 - 85 40 - 90 55 - 95 85 - 100 100 100 No. 4 (4.75 mm) 20 - 65 20 - 70 25 - 75 45 - 85 90 - 100 No. 8 (2.36 mm) 10 - 50 10 - 55 15 - 60 25 - 75 75 - 100 No. 30 (600 μm) 3 - 35 3 - 35 3 - 35 5 - 45 15 - 70 70 - 100 No. 200 (75 μm) 0 - 8 0 - 8 0 - 8 0 - 8 0 - 8 0 - 8
904.06 B Borrow The material used for special filling shall be of acceptable quality, free from large
or frozen lumps, wood, or other extraneous matter and shall be known as B borrow. It shall consist of suitable sand, gravel, or crushed stone ACBF, GBF, or other approved material. The material shall contain no more than 10% passing the No. 200 (75 μm) sieve and shall be otherwise suitably graded . The ratio of the fraction passing the No. 370 200 (75 μm) sieve to the fraction retained on the No. 30 (600 μm) sieve shall not exceed one-fifth. The use of an essentially one-size material will not be allowed unless approved. B borrow containing greater than 3% by dry weight organic material will not be allowed. Sieve analysis and organic material will be performed in accordance with AASHTO T 11 and AASHTO T 267.
904.07 Exceptions to AASHTO Standard Methods 380
a.Exceptions to AASHTO R 90 Stockpile sampling shall be in accordance with ITM 207, unless otherwise approved.
b.Exceptions to AASHTO T 11, T 27, and T 37 1. When tests are performed in the field where ovens are not available, test samples may be dried in suitable containers over open flame or electric hot plates with sufficient stirring to prevent overheating, then cooled to constant weight. 390
2.The balance shall be a Class G2 general purpose balance in accordance with AASHTO M 231. 904.07 1015 (c) Exceptions to AASHTO T 27 for Coarse Aggregates The size of test samples for coarse aggregate shall be as follows: Aggregate Size Mass of T e s t S a m p l e No. 2 ............................................... 11.3 kg min. 400 No. 5, 8, 43, 53, 73, and 91 ............ 6.0 - 8.0 kg No. 9 ............................................... 4.0 - 6.0 kg Structure Backfill 2 in. ......................................... 11.3 kg min. 1 1/2 in. and 1 in. .................... 6.0 - 8.0 kg 1/2 in. ...................................... 4.0 - 6.0 kg No. 4 and No. 30 ..................... 300 g
d.Exceptions to AASHTO T 85 The in-water weight shall be determined following the 15 h soaking period prior 410 to determining the SSD weight. (e) Exceptions to AASHTO T 103 and T 104
1.Counting the number of individual particles coarser than the 3/4 in. (19.0 mm) sieve will not be required.
2.For testing ledge rock, the ledge samples shall be crushed to obtain test samples for the designated increments passing the 1 1/2 in. (37.5 mm) sieve and retained on the No. 4 (4.75 mm) 420 sieve. The factors used to calcu late the weighted average loss are 30%, 40%, and 30% of the 1 1/2 in. (37.5 mm) ޤ3/4 in. (19.0 mm), 3/4 in. (19.0 mm) ޤ3/8 in. (9.5 mm), and 3/8 in. (9.5 mm) ޤNo. 4 (4.75 mm) increments, respectively.
3.In the case of ledge rock, modify sections 3.3 and 6.2 of AASHTO T 103 and AASHTO T 104 respectively. When the sample received is deficient in material of a component size of any test portion, that material will be supplemented with the available component size to provide the test portion. 430
4.Modify section 8 of AASHTO T 103 and section 10 of AASHTO T 104. For materials designated as a coarse aggregate, the weighted loss will be calculated considering the material retained on the No. 4 (4.75 mm) sieve as 100% of the sample, and only the total weighted loss reported. In AASHTO T 104 sections 10.1.3.2 and 10.1.3.3 shall not apply, and unless otherwise noted only new solution will be used. 440 904.07
Source: Indiana Standard Specifications, 2024 Edition. Pages 1018–1028 of 1,248.