Coarse Aggregates Art. 1004.01 761 erosion of chert bearing geological formations and containing a minimum of 80 percent chert or similar siliceous material.
crushing, by mechanical means, and shall consist entirely of particles obtained by crushing gravel. The acceptance and use of crushed gravel shall be according to the Bureau of Materials Policy Memorandum, “Crushed Gravel Producer Self-Testing Program”.
from crushing undisturbed, consolidated deposits of rock by mechanical means. Crushed stone shall be divided into the following, when specified.
either dolomite or limestone. Dolomite shall contain 11.0 percent or more magnesium oxide (MgO). Limestone shall contain less than 11.0 percent magnesium oxide (MgO).
either metamorphic or igneous stone, including but is not limited to, quartzite, granite, rhyolite and diabase.
angular by-product of the combustion of coal in wet bottom boilers.
the processing of air-cooled blast furnace slag. Air-cooled blast furnace slag shall be the nonmetallic product, consisting essentially of silicates and alumino-silicates of lime and other bases, which is developed in a molten condition simultaneously with iron in a blast furnace. It shall be air-cooled and shall have a compact weight (Illinois Modified AASHTO T 19) of not less than 70 lb/cu ft (1100 kg/cu m). The acceptance and use of air-cooled blast furnace slag shall be according to the Bureau of Materials Policy Memorandum, “Crushed Slag Producer Certification and Self-Testing Program”.
fragments resulting from crushing, by mechanical means, a cemented sand composed predominantly of quartz grains. Sandstone shall have an Insoluble Residue of 50.0 percent or higher.
resulting from crushing portland cement concrete by mechanical means. The acceptance and use of crushed concrete shall be according to the Bureau of Materials Policy Memorandum, “Recycling Portland Cement Concrete Into Aggregate”.
metals from the rocks in which they occur.
Art. 1004.01 Coarse Aggregates 762
resulting from the processing of steel slag. Steel slag shall be the nonmetallic product which is developed in a molten condition simultaneously with steel in an open hearth, basic oxygen, or electric furnace. The acceptance and use of crushed steel slag shall be according to the Bureau of Materials Policy Memorandum, “Slag Producer Self-Testing Program”.
listed in the following table.
COARSE AGGREGATE QUALITY QUALITY TEST CLASS A B C D Na2SO4 Soundness 5 Cycle, Illinois Modified AASHTO T 104 1/, % Loss max. 15 15 20 25 2/ Los Angeles Abrasion, Illinois Modified AASHTO T 96 11/, % Loss max. 40 3/ 40 4/ 40 5/ 45 Minus No. 200 (75 µm) Sieve Material, Illinois Modified AASHTO T 11 1.0 6/ --- 2.5 7/ --- Deleterious Materials 10/ Shale, % max. 1.0 2.0 4.0 8/ --- Clay Lumps, % max. 0.25 0.5 0.5 8/ --- Coal & Lignite, % max. 0.25 --- --- --- Soft & Unsound Fragments, % max. 4.0 6.0 8.0 8/ --- Other Deleterious, % max. 4.0 9/ 2.0 2.0 8/ --- Total Deleterious, % max. 5.0 6.0 10.0 8/ --- Oil-Stained Aggregate 10/, % max. 5.0 --- ---
1/ Does not apply to crushed concrete.
2/ For aggregate surface course and aggregate shoulders, the maximum percent loss shall be 30.
3/ For portland cement concrete, the maximum percent loss shall be 45.
4/ Does not apply to crushed slag or crushed steel slag.
5/ For hot-mix asphalt (HMA) binder mixtures, except when used as surface course, the maximum percent loss shall be 45.
6/ For crushed aggregate, if the material finer than the No. 200 (75 µm) sieve consists of the dust from fracture, essentially free from clay or silt, this percentage may be increased to 2.5.
7/ Does not apply to aggregates for HMA binder mixtures.
8/ Does not apply to Class A seal and cover coats.
Coarse Aggregates Art. 1004.01 763 9/ Includes deleterious chert. In gravel and crushed gravel aggregate, deleterious chert shall be the lightweight fraction separated in a 2.35 heavy media separation. In crushed stone aggregate, deleterious chert shall be the lightweight fraction separated in a 2.55 heavy media separation. Tests shall be run according to Illinois Modified AASHTO T 113.
10/ Test shall be run according to ITP 203.
11/ Does not apply to crushed slag.
All varieties of chert contained in gravel coarse aggregate for portland cement concrete, whether crushed or uncrushed, pure or impure, and irrespective of color, will be classed as chert and shall not be present in the total aggregate in excess of 25 percent by weight (mass).
Aggregates used in Class BS concrete (except when poured on subgrade), Class PS concrete, and Class PC concrete (bridge superstructure products only, excluding the approach slab) shall contain no more than two percent by weight (mass) of deleterious materials. Deleterious materials shall include substances whose disintegration is accompanied by an increase in volume which may cause spalling of the concrete.
Materials Policy Memorandum, “Aggregate Gradation Control System (AGCS)”.
The sizes prescribed may be manufactured by any suitable commercial process and by the use of any sizes or shapes of plant screen openings necessary to produce the sizes within the limits of the sieve analysis specified.
The gradation of the material from any one source shall be reasonably close to the gradation specified and shall not be subject to the extreme percentages of gradation represented by the tolerance limits for the various sieve sizes. The gradation numbers and corresponding gradation limits are listed in the following table.
Art. 1004.01 Coarse Aggregates 764
COARSE AGGREGATE GRADATIONS Grad No. Sieve Size and Percent Passing in. 2 1/2 in. in. 1 1/2 in. in. 3/4 in. 1/2 in. 3/8 in. No. No. No. No. 50 No. 200 1/ CA 1 100 95±5 60±15 15±15 3±3 CA 2 100 95±5 75±15 50±15 30±10 20±15 8±4 CA 3 100 93±7 55±20 8±8 3±3 CA 4 100 95±5 85±10 60±15 40±10 20±15 8±4 CA 5 97±3 2/ 40±25 5±5 3±3 CA 6 100 95±5 75±15 43±13 25±15 8±4 CA 7 100 95±5 45±15 7/ 5±5 CA 8 100 97±3 85±10 55±10 10±5 3±3 3/ CA 9 100 97±3 60±15 30±15 10±10 6±6 CA 10 100 95±5 80±15 50±10 30±15 9±4 CA 11 100 92±8 45±15 4/ 7/ 6±6 3±3 3/ 5/ CA 12 100 95±5 85±10 60±10 35±10 9±4 CA 13 100 97±3 80±10 30±15 3±3 3/ CA 14 90±10 6/ 45±20 3±3 CA 15 100 75±15 7±7 2±2 CA 16 100 97±3 30±15 2±2 3/ CA 17 100 65±20 45±20 20±10 10±5 CA 18 100 95±5 75±25 55±25 10±10 2±2 CA 19 100 95±5 60±15 40±15 20±10 10±5 CA 20 100 92±8 20±10 5±5 3±3
COARSE AGGREGATE GRADATIONS (metric) Grad No. Sieve Size and Percent Passing 75 mm 63 mm 50 mm 37.5 mm mm mm 12.5 mm 9.5 mm 4.75 mm 2.36 mm 1.18 mm 300 µm 75 µm 1/ CA 1 100 95±5 60±15 15±15 3±3 CA 2 100 95±5 75±15 50±15 30±10 20±15 8±4 CA 3 100 93±7 55±20 8±8 3±3 CA 4 100 95±5 85±10 60±15 40±10 20±15 8±4 CA 5 97±3 2/ 40±25 5±5 3±3 CA 6 100 95±5 75±15 43±13 25±15 8±4 CA 7 100 95±5 45±15 7/ 5±5 CA 8 100 97±3 85±10 55±10 10±5 3±3 3/ CA 9 100 97±3 60±15 30±15 10±10 6±6 CA 10 100 95±5 80±15 50±10 30±15 9±4 CA 11 100 92±8 45±15 4/ 7/ 6±6 3±3 3/ 5/ CA 12 100 95±5 85±10 60±10 35±10 9±4 CA 13 100 97±3 80±10 30±15 3±3 3/ CA 14 90±10 6/ 45±20 3±3 CA 15 100 75±15 7±7 2±2 CA 16 100 97±3 30±15 2±2 3/ CA 17 100 65±20 45±20 20±10 10±5 CA 18 100 95±5 75±25 55±25 10±10 2±2 CA 19 100 95±5 60±15 40±15 20±10 10±5 CA 20 100 92±8 20±10 5±5 3±3
1/ Subject to maximum percent allowed in Coarse Aggregate Quality table.
2/ Shall be 100 percent passing the 1 3/4 in. (45 mm) sieve.
3/ When used in HMA (High and Low ESAL) mixtures, the percent passing the No. 16 (1.18 mm) sieve for gradations CA 11, CA 13, or CA 16 shall be 4±4 percent.
Coarse Aggregates Art. 1004.01 765
4/ When using gradation CA 11 for IL-19.0 and IL-19.0L binder, the percent passing the 1/2 in. (12.5 mm) sieve may also be 15±10 percent.
5/ The No. 16 (1.18 mm) requirement will be waived when CA 11 is used in the manufacture of portland cement concrete.
6/ Shall be 100 percent passing the 5/8 in. (16 mm) sieve.
7/ When Class BS concrete is to be pumped, the coarse aggregate gradation shall have a minimum of 45 percent passing the 1/2 in. (12.5 mm) sieve. The Contractor may combine two or more coarse aggregate sizes, consisting of CA 7, CA 11, CA 13, CA 14, and CA 16, provided a CA 7 or CA 11 is included in the blend.
Note: When CA 7, CA 8, CA 11, CA 13, CA 14, CA 15, or CA 16 are used under paved median, Notes 3, 4, 5, and 6 shall apply.
gradations permitted resulting in unworkable mixtures, nonadherence to the final mix gradation limits, or any other indication of incompatibility shall be just cause for rejection of one or both of the sizes.
the aggregates.
The stockpiles shall be built according to the Bureau of Materials Policy Memorandum, “Aggregate Gradation Control System (AGCS)” and the following.
stockpiles shall be just cause for rejecting the material.
aggregates.
partitions are used, they shall be of sufficient heights to prevent intermingling.
a manner that will prevent contamination and degradation.
cement concrete shall be stockpiled in a moist condition (saturated surface dry or greater) and the moisture content shall be maintained uniformly throughout the stockpile by periodic sprinkling.
At the time of use, the coarse aggregate shall be free from frozen material, material used to caulk rail cars, and all foreign material which may have become mixed during transportation and handling.
Art. 1004.02 Coarse Aggregates 766
Bureau of Materials Policy Memorandum, “Designation of Aggregate Information on Shipping Tickets”.
1004.02Coarse Aggregate for Portland Cement Concrete. The aggregate
shall be according to Article 1004.01 and the following.
stone, crushed concrete, crushed slag, or crushed sandstone.
portland cement concrete for pavements and structures shall be according to Table 1 of Article 1020.04. Washing equipment will be required where producing conditions warrant.
taken to prevent them from being mixed until they are ready to be proportioned. Separate compartments shall be provided to proportion each size.
gradation shall have a minimum of 45 percent passing the 1/2 in. (12.5 mm) sieve. The Contractor may combine two or more coarse aggregate sizes, consisting of CA 7, CA 11, CA 13, CA 14, or CA 16, provided a CA 7 or CA 11 is included in the blend.
combined in proportions to provide a uniformly graded coarse aggregate grading within the following limits.
Class of Concrete 1/ Combined Sizes Sieve Size, in. (mm), and Percent Passing 2 1/2 (63) (50) 1 3/4 (45) 1 1/2 (37.5) (25) 1/2 (12.5) No. 4 (4.75) PV 2/ CA 5 & CA 7 --- --- 100 98±2 72±22 22±12 3±3 CA 5 & CA 11 --- --- 100 98±2 72±22 22±12 3±3 SI and SC 2/
CA 3 & CA 7 100 95±5 --- --- 55±25 20±10 3±3 CA 3 & CA 11 100 95±5 --- --- 55±25 20±10 3±3 CA 5 & CA 7 --- --- 100 98±2 72±22 22±12 3±3 CA 5 & CA 11 --- --- 100 98±2 72±22 22±12 3±3
1/ See Table 1 of Article 1020.04.
2/ Any of the listed combination of sizes may be used.
Aggregates. Two different specified sizes of crushed stone, gravel, and crushed gravel from one source or any two sources may be combined in any
Coarse Aggregates Art. 1004.02 767 consistent ratio in a mix; but the use of alternate batches of crushed stone, gravel, or crushed gravel of any one size or combination of sizes will not be permitted. Coarse aggregates of any one size from different sources shall not be mixed without permission from the Engineer. Crushed slag shall not be combined or mixed with gravel, crushed gravel, or crushed stone aggregates.
cement concrete for base course, base course widening, pavement (including precast), driveway pavement, sidewalk, shoulders, curb, gutter, combination curb and gutter, median, paved ditch, concrete superstructures on subgrade such as bridge approach slabs (excluding precast), concrete structures on subgrade such as bridge approach footings, or their repair using concrete, the gradation permitted will be determined from the results of the Department’s Freeze-Thaw Test (Illinois Modified AASHTO T 161). A list of freeze-thaw ratings for all Class A quality coarse aggregate sources will be available. The gradations permitted for each rating shall be as follows.
Freeze-Thaw Rating (Top Size) Gradation Permitted in. mm 1 1/2 in. (37.5 mm) Combined CA 5 & CA 7, Combined CA 5 & CA 11, CA 7, or CA 11 1 in. (25 mm) CA 7 or CA 11 3/4 in. (19 mm) CA 11 1/2 in. (12.5 mm) CA 13, CA 14, or CA 16 NON-ACC Not Acceptable
Additional requirements may be placed on coarse aggregates when used in continuously reinforced concrete pavement. Such requirements will be stipulated on the most recent Freeze-Thaw Rating List.
Department for alkali reaction according to ASTM C 1260. The test will be performed with Type I or II portland cement having a total equivalent alkali content (Na 2O + 0.658K 2O) of 0.90 percent or greater. The Engineer will determine the assigned expansion value for each aggregate, and these values will be made available on the Department’s Alkali-Silica Potential Reactivity Rating List. The Engineer may differentiate aggregate based on ledge, production method, gradation number, or other factors. An expansion value of 0.05 percent will be assigned to limestone or dolomite coarse aggregates. However, the Department reserves the right to perform the ASTM C 1260 test.
aggregate according to ASTM C 1260 may not provide accurate test
Art. 1004.03 Coarse Aggregates 768 results. In this case, the Department may only test according to ASTM C 1293.
ASTM C 1260 expansion value that is unacceptable to the Contractor, an ASTM C 1293 test may be performed by the Contractor according to Article 1003.02(e)(3).
If lightweight aggregate is specified for structures, it shall be according to ASTM C 330, the second paragraph of Article 1004.01(c), and Articles 1004.01(d) and 1004.01(e). Lightweight aggregate of any one size from different sources shall not be mixed without permission of the Engineer. Lightweight aggregate may be combined or mixed with gravel, crushed gravel, or crushed stone.
1004.03Coarse Aggregate for Hot-Mix Asphalt (HMA). The aggregate shall
be according to Article 1004.01 and the following.
following table.
Coarse Aggregates Art. 1004.03 769
Use Mixture Aggregates Allowed Class A Seal or Cover Allowed Alone or in Combination 5/: Gravel Crushed Gravel Carbonate Crushed Stone Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag Crushed Concrete HMA Low ESAL Stabilized Subbase or Shoulders Allowed Alone or in Combination 5/: Gravel Crushed Gravel Carbonate Crushed Stone Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag1/ Crushed Concrete HMA High ESAL Low ESAL Binder IL-19.0 or IL-19.0L
SMA Binder Allowed Alone or in Combination 5/: Crushed Gravel Carbonate Crushed Stone2/ Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Concrete3/ HMA High ESAL Low ESAL C Surface and Binder IL-9.5 IL-9.5FG or IL-9.5L
SMA Ndesign 50 Surface Allowed Alone or in Combination 5/: Crushed Gravel Carbonate Crushed Stone2/ Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag4/ Crushed Concrete3/ HMA High ESAL D Surface and Binder IL-9.5 or IL-9.5FG
SMA Ndesign 50 Surface Allowed Alone or in Combination 5/: Crushed Gravel Carbonate Crushed Stone (other than Limestone)2/ Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag4/ Crushed Concrete3/ Other Combinations Allowed: Up to... With... 25% Limestone Dolomite 50% Limestone Any Mixture D aggregate other than Dolomite 75% Limestone Crushed Slag (ACBF) or Crushed Sandstone
Art. 1004.03 Coarse Aggregates 770 Use Mixture Aggregates Allowed HMA High ESAL E Surface IL-9.5 or IL-9.5FG
SMA Ndesign 80 Surface Allowed Alone or in Combination 5/: Crushed Gravel Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag Crushed Concrete3/
No Limestone. Other Combinations Allowed: Up to... With... 50% Dolomite2/ Any Mixture E aggregate 75% Dolomite2/ Crushed Sandstone, Crushed Slag (ACBF), Crushed Steel Slag, or Crystalline Crushed Stone 75% Crushed Gravel or Crushed Concrete3/ Crushed Sandstone, Crystalline Crushed Stone, Crushed Slag (ACBF), or Crushed Steel Slag HMA High ESAL F Surface IL-9.5 or IL-9.5FG
SMA Ndesign 80 Surface Allowed Alone or in Combination 5/:
Crystalline Crushed Stone Crushed Sandstone Crushed Slag (ACBF) Crushed Steel Slag
No Limestone. Other Combinations Allowed: Up to... With... 50% Crushed Gravel, Crushed Concrete3/, or Dolomite2/ Crushed Sandstone, Crushed Slag (ACBF), Crushed Steel Slag, or Crystalline Crushed Stone
1/ Crushed steel slag allowed in shoulder surface only.
2/ Carbonate crushed stone shall not be used in SMA Ndesign 80. In SMA Ndesign 50, carbonate crushed stone shall not be blended with any of the other aggregates allowed alone in Ndesign 50 SMA binder or Ndesign 50 SMA surface.
3/ Crushed concrete will not be permitted in SMA mixes.
4/ Crushed steel slag shall not be used as binder.
Coarse Aggregates Art. 1004.04 771 5/ When combinations of aggregates are used, the blend percent measurements shall be by volume.
or better. For SMA surface and binder courses the coarse aggregate shall be Class B Quality or better. For Class A (seal or cover coat), and other binder courses, the coarse aggregate shall be Class C quality or better.
following table.
Use Size/Application Gradation No. Class A-1, A-2, & A-3 3/8 in. (10 mm) Seal CA 16 or CA 20 Class A-1 1/2 in. (13 mm) Seal CA 15 Class A-2 & A-3 Cover Coat CA 14 HMA High ESAL
IL-19.0CA 11 1/
SMA 12.5 2/ CA 13, CA 14, or CA 16 3/ SMA 9.5 2/ CA 13, CA 14, or CA 16 3/
IL-9.5CA 16
IL-9.5FG CA 16 HMA Low ESAL IL-19.0L CA 11 1/ IL-9.5L CA 16
1/ CA 16 or CA 13 may be blended with CA 11.
2/ The coarse aggregates shall be capable of being combined with the fine aggregates and mineral filler to meet the approved mix design and the mix requirements noted herein.
3/ The specified coarse aggregate gradations may be blended.
criteria for Flat and Elongated Particles listed in Illinois Modified AASHTO M 325.
2.5 percent.
1004.04Coarse Aggregate for Granular Embankment Special; Granular
Subbase; and Aggregate Base, Surface, and Shoulder Courses. The aggregate shall be according to Article 1004.01 and the following.
stone, crushed concrete, crushed slag, or crushed sandstone, except gravel shall not be used for subbase granular material, Type C.
The coarse aggregate for aggregate base course and aggregate shoulders, if approved by the Engineer, may be produced by blending aggregates from
Art. 1004.04 Coarse Aggregates 772 more than one source, provided the method of blending results in a uniform product. The components of a blend need not be of the same kind of material. The source of material or blending proportions shall not be changed during the progress of the work without written permission from the Engineer. Where a natural aggregate is deficient in fines, the material added to make up deficiencies shall be a fine aggregate of Class C quality or higher according to Section 1003 and/or mineral filler meeting the requirements of Article 1011.01.
Use Gradation Granular Embankment, Special CA 6 or CA 10 1/ Granular Subbase: Subbase Granular Material, Ty. A CA 6 or CA 10 2/ Subbase Granular Material, Ty. B CA 6, CA 10, CA 12, or CA 19 2/ Subbase Granular Material, Ty. C CA 7, CA 11, or CA 5 & CA 7 3/ Aggregate Base Course CA 6 or CA 10 2/ Aggregate Surface Course: Type A CA 6 or CA 10 1/ Type B CA 6, CA 9, or CA 10 4/ Aggregate Shoulders CA 6 or CA 10 2/
1/ Gradation CA 2, CA 4, CA 9, or CA 12 may be used if approved by the Engineer.
2/ Gradation CA 2 or CA 4 may be used if approved by the Engineer.
3/ If the CA 5 and CA 7 blend is furnished, proper mixing will be required either at the source or at the jobsite according to Article 1004.02(d).
4/ Gradation CA 4 or CA 12 may be used if approved by the Engineer.
listed below. The plasticity index requirement for crushed gravel, crushed stone, and crushed slag may be waived if the ratio of the percent passing the No. 200 (75 µm) sieve to that passing the No. 40 (425 µm) sieve is 0.60 or less.
Coarse Aggregates Art. 1004.05 773
Use Plasticity Index - Percent 1/ Gravel Crushed Gravel, Stone, & Slag Granular Embankment, Special 0 to 6 0 to 4 Granular Subbase: Subbase Granular Material, Type A 0 to 9 --- Subbase Granular Material, Type B 0 to 9 --- Aggregate Base Course 0 to 6 0 to 4 Aggregate Surface Course: Type A 2 to 9 --- Type B 2/ 2 to 9 --- Aggregate Shoulders 2 to 9 ---
1/ Plasticity Index shall be determined by the method given in AASHTO T 90. Where shale in any form exists in the producing ledges, crushed stone samples shall be soaked a minimum of 18 hours before processing for plasticity index or minus No. 40 (425 µm) material. When clay material is added to adjust the plasticity index, the clay material shall be in a minus No. 4 (4.75 mm) sieve size.
2/ When Gradation CA 9 is used, the plasticity index requirement will not apply.
1004.05Coarse Aggregate for Blotter, Embankment, Backfill, Trench
Backfill, Bedding, and French Drains. The aggregate shall be according to Article 1004.01 and the following.
stone, crushed concrete, crushed slag, chats, crushed sandstone, or wet bottom boiler slag.
For pipe underdrains, Type 2, the crushed stone shall be a crystalline crushed stone.
reasonably free of objectionable deleterious material.
Art. 1004.05 Coarse Aggregates 774
Application Gradation Blotter CA 15 Granular Embankment, Granular Backfill, Trench Backfill, and Bedding and Backfill for Pipe Culverts and Storm Sewers CA 6, CA 9, CA 10, CA 12, CA 17, CA 18, and CA 19 Porous Granular Embankment, Porous Granular Backfill, and French Drains CA 7, CA 8, CA 11, CA 15, CA 16 and CA 18 Bedding and Backfill for Pipe Underdrains, Type 2 CA 16, except the percent passing the No. 16 (1.18 mm) sieve shall be 4 ± 4 percent.
1004.06Coarse Aggregate for Select Fill Used for Retaining Wall
Applications Utilizing Soil Reinforcement. The aggregate shall be according to Article 1004.01 and the following.
stone.
geosynthetic or geotextile soil reinforcement is utilized the coarse aggregate shall be CA 12 thru CA 16.
aggregate shall be a minimum 34 degrees according to AASHTO T 236 on samples compacted to 95 percent density according to Illinois Modified AASHTO T 99. The AASHTO T 296 test with pore pressure measurement may be used in lieu of AASHTO T 236. If the Contractor’s design uses a friction angle greater than 34 degrees, this greater value shall be taken as the minimum required.
shall be 4.5 to 9.0 for permanent applications, and 3.0 to 10.0 for temporary applications.
to 10.0 according to Illinois Modified AASHTO T 289.
when used in conjunction with steel soil reinforcement in non-temporary wall applications:
Stone and Broken Concrete Art. 1005.01 775
shall be greater than 3000 ohm centimeters for galvanized reinforcement, and 1500 ohm centimeters for aluminized Type 2 reinforcement. However, the resistivity requirement is not applicable to CA 7, CA 8, CA 11, CA 13, CA 14, CA 15, and CA 16.
Illinois Modified AASHTO T 291 or ASTM D 4327. For either test, the sample shall be prepared according to Illinois Modified AASHTO T 291.
Modified AASHTO T 290 or ASTM D 4327. For either test, the sample shall be prepared according to Illinois Modified AASHTO T 290.
Illinois Modified AASHTO T 267.
provide internal friction angle and pH test results demonstrating the select fill material meets the specification requirements. Resistivity, chlorides, sulfates, and organic content test results shall also be provided if steel reinforcement is used. The laboratory performing the Illinois Modified AASHTO T 288 test shall be approved by the Department according to the Bureau of Materials Policy Memorandum “Minimum Laboratory Requirements for Resistivity Testing”. These test results shall be no more than 12 months old. In addition, a sample of select fill material will be obtained by the Engineer for testing and approval before construction begins. Thereafter, the minimum frequency of subsequent sampling and testing at the jobsite will be one per 40,000 tons (36,300 metric tons) of select fill. Testing to verify the internal friction angle will only be required when the wall design utilizes a minimum effective internal friction angle greater than 34 degrees.
PROTECTION, SEDIMENT CONTROL, AND ROCKFILL
1005.01Stone for Erosion Protection, Sediment Control, and Rockfill. The
material will be sampled and inspected according to the Bureau of Materials Policy Memorandum, “Inspection of Large Sized Aggregate and Rip Rap used for Erosion Protection, Sediment Control, Rockfill, and Aggregate Subgrade Improvement”. The material shall be according to the following.
consolidated deposits (ledges) of rock reasonably free of shale and shaly stone. The ledges shall be sufficiently thick to produce the desired dimensions. The stone shall be reasonably free of laminations, seams, cracks, and other structural defects or imperfections tending to destroy its resistance to weather. Field stone or boulders will not be accepted.
Bedding material shall be crushed stone, crushed gravel, crushed sandstone, or crushed slag meeting the requirements of Article 1004.01(a).
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