904.01Aggregates
Aggregates shall consist of natural or manufactured materials produced from but not limited to limestone, dolomite, gravels, sandstones, steel furnace slag, SF, air- cooled blast furnace slag, ACBF, granulated blast furnace, GBF, wet bottom boiler slag, or other geologic rock types approved by the Engineer.
A source will not be considered for acceptance of material until a preliminary investigation has been made. As part of th is investigation, samples will be obtained 10 and tests conducted to determine the quality and classification of the aggregates in accordance with ITM 203.
Two types of samples are required for the preliminary investigation: ledge samples for crushed stone sources and pro duction samples for crushed stone, natural sand and gravel, and slag sources.
Ledge samples will be obtained from bedrock units as they naturally occur in the proposed working face of the quarry. Ledges will be identified, at a minimum, by their differences in color, texture, and geological formation. 20
Production samples will be obtained from stockpiles of finished materials.
Aggregates, except those used for precast concrete units or fine aggregates used for snow and ice abrasive, shall be supplied by a Certified Aggregate Producer in accordance with 917. Structure backfill may be obtained from a non-CAPP source in accordance with 211.02. SF for SMA mixtures shall also require the following:
frequency of one test per 2,000 t produced. 30
904.01
the first four tests.
specific gravity.
the target bulk specific gravity.
from the approved stockpile until action has been taken to eliminate the cause of the non-conformity. Any non-conforming test shall be followed immediately by a corrective action. Corrective actions shall include, but are not limited to, investigation for assignable cause, correction of known assignable cause, and retesting.
made in writing to the DTE to establish the new target.
Dolomite aggregates are defined as car bonate rock containing at least 10.3% elemental magnesium when tested in accordance with ITM 205.
Polish resistant aggregates are defined as those aggregates in accordance with ITM 214. Aggregates meeting these requirements will be maintained on the QPL of Polish Resistant Aggregate Sources.
Sandstone aggregates shall only be used in HMA surface or SMA surface mixtures. Sandstone aggregates are defined as a sedimentary rock composed of siliceous sandgrains containing quartz, chert, and quartzose rock fragments in a 60 carbonate matrix or cemented with silica, calcite, or dolomite. The Department’s Division of Materials and Tests will determine identification of sandstone.
Steel furnace slag, SF, may be used in aggregate shoulders, HMA surface or SMA surface mixtures, dumped riprap, and snow and ice abrasives. SF slag coarse aggregate may be used in HMA base and HMA intermediate mixtures if the deleterious content is less than 4.0% when tested in accordance with ITM 2 19. RAP with steel slag may be used in accordance with 401.06, 402.08, and 410.06.
Adjustments in weight will be made for pay items equal to or greater than 500 t 70 to compensate for the difference in specific gravity of slag compared to natural aggregate when payment is on a weight basis. The following typical values for specific gravity will be used:
904.01
Slag Material Typical Values for Specific Gravity SF Coarse Aggregate 3.4 SF Fine Aggregate ACBF Slag Fine Aggregate 2.6 ACBF Slag Coarse Aggregate 2.3 GBF Slag Fine Aggregate 2.1
When slag is furnished as an aggregate, the approximate quantity of tons to be supplied will be determined by multiplying the pay item quantity of tons by the specific gravity of slag divided by 2.6. The adjusted contract quantities will be determined by multiplying the accepted quantity of tons by 2.6 divided by the specific 80 gravity of the slag.
At time of use, aggregates shall be free from lumps or crusts of hardened or frozen materials.
Composite stockpiling of natural sand fine aggregate from multiple sources into one stockpile will be allowed provided the fine aggregates are within a range of 0.030 for the bulk specific gravity (dry) and a range of 0.5% for the absorption. The range of bulk specific gravity (dry) and absorption values shall be the difference between the average values for each of the fine aggr egate sources within the stockpile as 90 determined by the Department’s Division of Materials and Tests. A written request for the composite stockpiling shall be made to the Department’s Division of Materials and Tests.
904.02Fine Aggregates
Fine aggregates are defined as 100% passing the 3/8 in. (9.5 mm) sieve and a minimum of 80% passing the No. 4 (4.75 mm) sieve. Characteristics of fine aggregates are as follows:
[continued on next page] 904.02
Characteristic PCC HMA SMA Physical Organic Impurities, AASHTO T 21 lighter
(Note 2)
Soundness Freeze and Thaw, AASHTO T 103, Brine Freeze and Thaw, ITM 209, % max. Sodium Sulfate Soundness, AASHTO T 104,
10.0
12.0
10.0
10.0
12.0
10.0
10.0
12.0
10.0 Notes:
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.
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.
of AASHTO T 103.
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 III 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.
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
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.
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.
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.
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 requirements 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 except as noted in 904.07. Mineral filler shall be non- plastic in accordance with AASHTO T 90. 904.02
Snow and ice abrasives shall be fine aggr egates or cinders in accordance with the 160 gradation requirements of 904.02(h) for sizeS&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.
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
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 Mineral Filler* ................................ AASHTO T 37
Soundness* .................................................................. AASHTO T 103,
AASHTO T 104
Specific Gravity and Absorption, Fine Aggregate....... AASHTO T 84
* Except as noted in 904.07.190
904.02
1005
904.03Coarse Aggregates
Coarse aggregates are defined as having a minimum of 20% retained on the No. 4
(4.75 mm) sieve. Coarse aggregates shall 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
210
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) ..
50
60
Absorption, % max.
(Note 4)
5.0
5.0
5.0
5.0
5.0
Additional Requirements:
Deleterious, % max.
1.0
1.0
1.0
1.0
2.0
4.0
4.0
2.0
4.0
4.0
6.0
8.0
(See Note 6)
(See Note 6)
3.0
3.0
3.0
5.0
8.0
10.0
75.0
75.0
75.0
70.0
70.0
70.0
Crushed Particles, % min.
(Note 8)
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
1007
3.
Aggregates may, at the option of the Engineer, be accepted by the Sodium Sulfate Soundness or Brine Freeze and Thaw Soundness requirements.
4.
Absorption requirements 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 determined 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 material. Determination of non-durable particles shall be made from the total 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 gravity 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 aggregates used in compacted aggregates. Determination of crushed particles 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
The coarse aggregate angularity, CAA, of the total blended aggregate, including
recycled materials, shall meet or exceed the minimum values 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 requirements.
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.
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
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.
The surface mixture aggregates selection shall be based on the ESAL category as
follows:240
aggregate types including ACBF slag, SF slag, sandstone,
crushed dolomite, polish resistant aggregate, crushed stone
and gravel may be used.
SF slag, sandstone, crushed dolomite, polish resistant250
904.03
1009
aggregate or any combination thereof shall be used. Crushed
stone or gravel shall not be used unless the aggregate is
classified as a crushed dolomite or polish resistant
aggregate.
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
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
Sieve Sizes
Coarse Aggregate Sizes (Percent Passing) Coarse Graded
Dense Graded
11,
SC 11 (5)
12,
SC 12 (5)
SC 16 (5)
(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
No. 8 (2.36 mm)
0 - 10
0 - 10
0 - 10
0 - 10
0 - 35
15 - 35
0 - 15
25 - 50
No. 16 (1.18 mm)
0 - 4
No. 30 (600
μ m)
0 - 4
5 - 20
0 - 5
12 - 30
12 - 30
No. 200 (75
μ m) (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 determined 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
μ
(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
μ
(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 requirements 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 accordance with ASTM D5821.
280
Where an AASHTO coarse aggregate is specified 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
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 11290
Brine Freeze and Thaw Soundness .............................. ITM 209
Clay Lumps and Friable 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 327300
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 904.07310
904.04Riprap
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.
Dumped riprap shall be broken concrete, masonry, or stone removed from an old
structure; broken pieces removed from concrete pavement, base, or monolithic brick320
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.
Grouted riprap material shall be in accordance with dumped riprap or revetment
riprap.
The material shall be coarse aggregate, Class F or higher. Gradation shall be in330
accordance with 904.04(f).
904.04
1013
The material shall be coarse aggregate, Class F or higher in accordance with
(a). Gradation shall be in accordance with 904.04(f). Either Type A or Type B
may be utilized.
Precast concrete riprap shall consist of unreinforced concrete units of the
thickness specified and shall be in accordance with the details shown on the plans. The340
precast concrete units shall be in accordance 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.
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 times350
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.
904.05Structure 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). Coarse360
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
904.06B 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.
904.07Exceptions to AASHTO Standard Methods
380
Stockpile sampling shall be in accordance with ITM 207, unless otherwise
approved.
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
accordance with AASHTO M 231.
904.07
1015
The size of test samples for coarse aggregate shall be as follows:
Aggregate Size Mass of
Test Sample
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
The in-water weight shall be determined following the 15 h soaking period prior410
to determining the SSD weight.
in. (19.0 mm) sieve will not be required.
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 calculate the weighted average loss
are 30%, 40%, and 30% of the 1 1/2 in. (37.5 mm) ޤ 3/4 in. (19.0
mm), 3/4 in. (19.0 mm) ޤ 3/8 in. (9.5 mm), and 3/8 in. (9.5 mm)
ޤ No. 4 (4.75 mm) increments, respectively.
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
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
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