1102 - AGGREGATES FOR CONCRETE NOT PLACED ON GRADE
1100-8 (2) Additional Quality Requirements for FA-A.
a.Mortar strength and Organic Impurities. If the DME determ ines it is necessary, because of unknown characteristics of new sources or change s in existing sources, provide fine aggregates that comply with the following: Mortar Strength (KTMR-26). Compressive strength when combined with Type III (high early strength) cement: At age 24 hours, minimum ........................................................ 100%* At age 72 hours, minimum ........................................................ 100%* *Compared to strengths of specimens of the same proportions, consiste ncy, cement and standard 20-30 Ottawa sand. Organic Impurities (AASHTO T 21). The color of th e supernatant liquid is equal to or lighter than the reference standard solution.
b.Provide FA-C for Multi/Single-Layer Po lymer Concrete Overlay complying with TABLE
1102-5 .
TABLE 1102-5: QUALITY REQUIREMENTS FOR MULTI/SINGLE-LAYER POLY MER CONCRETE OVERLAY Property Requirement Test Method Soundness, minimum 0.92 KTMR-21 Wear, maximum 30% AASHTO T 96 Acid Insoluble Residue, minimum 55% KTMR-28 Uncompacted Voids Fine Aggregate, minimum 45 KT-50 Moisture Content, maximum 0.2% KT-11
3.Product Control.
a.Size Requirements. Provide FA-C for Multi/Single-Layer Polymer Concrete Overlay complying with TABLE 1102-6 . Provide FA-A that comply with TABLE 1102-6 or some other gradation approved by the Engineer that will pr ovide a combined aggregate gradation meeting subsection 1102.2.b. TABLE 1102-6: GRADING REQUIREMEN TS FOR FINE AGGREGATES FOR CONCRETE Type Percent Retained-Square Mesh Sieves ⅜" No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 FA-A 0 0-10 0-27 15-55 40-77 70-93 90-100 98-100 FA-C 0 0 25-70 95-100 99-100 99-100 99-100 98-100
b.Deleterious Substances. Type FA-A: Maximum allowed deleterious substances by weight are: Coal (AASHTO T 113).............................................................. 0.5% Sticks (wet) (KT-35) ................................................................. 0.1% Sum of all deleterious ................................................................ 0.5%
f.Miscellaneous Agg regates for Concrete.
1.Aggregates for Mortar Sand, Type FA-M.
a.Composition. Provide aggregates for mortar sa nd, Type FA-M that is natural occurring sand.
b.Quality. Mortar strength and Organic Impurities. If th e DME determines it is necessary, because of unknown characteristics of new sources or change s in existing sources, provide aggregates for mortar sand, Type FA-M that comply with the following: Mortar Strength (KTMR-26). Compressive strength when combined with Type III (high early strength) cement: At age 24 hours, minimum ................................................. 100%* 1102 - AGGREGATES FOR CONCRETE NOT PLACED ON GRADE
1100-9 At age 72 hours, minimum ................................................. 100%*
* Compared to strengths of specimens of the sa me proportions, consistency, cement and standard
20-30 Ottawa sand.
Organic Impurities (AASHTO T 21). The color of the supernatant liquid is equal to or lighter than the reference standard solution.
c.Product Control. Size Requirements. Provide aggregates for mo rtar sand, Type FA-M that comply with TABLE 1102-7 . TABLE 1102-7: GRADING REQU IREMENTS FOR MORTAR SAND Type Percent Retained - Square Mesh Sieves Gradation Factor No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. 200 FA-M 0 0-2 0-30 20-50 50-75 90-100 98-100 1.70-2.50 Deleterious Substances. Maximum allowed deleterious substances by weight are: Clay lumps and friable ma terial (KT-7) ..................................... 1.0% Coal (AASHTO T 113).............................................................. 0.5% Sticks (wet) (K T-35) .................................................................. 0.1% Sum of all deleterious ................................................................ 1.5%
2.Modified Lightweight Aggregates.
a.Composition. Provide a modified lightweight aggregate produced from a uniform deposit of raw material combined with FA-A subsection 1102.2c .
b.Quality. Soundness, minimum (KTMR-21) ................................................... 0.90 Loss on Ign ition ................................................................................ 5%
c.Product Control. Size Requirements. Provide modified light weight aggregates that comply with TABLE
1102-8 .
TABLE 1102-8: GRADING REQU IREMENTS FOR MODIFIED LIGHTWEIGHT AGGREGATES Type Percent Retained - Square Mesh Sieves ¾" ½" ⅜" No. 4 No. 8 No. 16 Grade 1 0 0-10 30-60 85-100 95-100 Grade 2 0-2 0-30 20-50 50-75 90-100 Deleterious Substances. Organic Impurities (AASHTO T 21). The color of the supernatant liquid is equal to or lighter than the reference standard solution. Unit Weight (dry, loose weight) (max.) ............................................ 1890 lbs/cu yd
d.Concrete Making Properties. Drying shrinkage of concrete specimens prepared with modified lightweight aggregate and FA-A proportioned as shown in the Contract Documents can not exceed 0.07%.
e.Uniformity of Supply. Designate or determ ine the fineness modulus (grading factor) according to procedure listed in Part V, Section 5.10.5-Fin eness Modulus of Aggregates (Gradation Factor) before delivery, or from the first 10 samples tested and accepted. Provide ag gregate that is within 0.20 of the average fineness modulus.
f.Proportioning Materials. Submit mix designs for concrete using modified lightweight aggregate to Construction and Materi als for approval prior to use.
g.Stockpiling. 1102 - AGGREGATES FOR CONCRETE NOT PLACED ON GRADE
1100-10 Stockpile accepted aggregates in layers 3 to 5 feet thick. Berm each laye r so that aggregates
do not "cone" down into lower layers. Keep aggregates from different sources, with different gradings or with a significantly different specific gravity separated. Transport aggregate in a manner that promotes uniform gradation. Do not use aggregates that have become mixed with earth or foreign material. Stockpile or bin all washed aggregate produced or handled by hydraulic methods for 12 hours (minimum) before batching. Rail shipment exceeding 12 hours is acceptable for binning, provided the car bodies permit free drainage. Provide additional stockpiling or binning in cases of high or non-uniform moisture. 1102.3 TEST METHODS Test aggregates according to the applicable provisions of SECTION 1115 . 1102.4 PREQUALIFICATION Aggregates for concrete must be prequalified according to subsection 1101.4 . 1102.5 BASIS OF ACCEPTANCE The Engineer will accept ag gregates for concrete based on the prequalification required by this specification and subsection 1101.5 . 1103- AGGREGATES FOR HOT MIX ASPHALT (HMA)
1100-11 Section 1103
AGGREGATES FOR HOT MIX ASPHALT (HMA) 1103.1 DESCRIPTION This specification covers the quality, composition and gradation requirements of aggregates for hot mix asphalt (HMA) on QC/QA projects. 1103.2 REQUIREMENTS
a.Composition Individual Aggregates. Use aggregate from each source th at complies with the gradation requirements listed in TABLE 1103-1 .
1.Crushed Aggregates. Limit crushed aggregates to the following materials.
a.Produce Crushed Stone (CS-1) and Crushed Stone Screenings (CS-2) by crushing limestone, sandstone, porphyry, (rhyolite, basalt, granite, and Iron Mountain Trap Rock are examples of porphyry) or other types of stone.
b.Produce Crushed Gravel (CG) by crushing siliceous gravel containing not more than 15% non-siliceous material. If 95% or more of crushed grav el is retained on the #8 (2.65 mm) sieve, then the material must have a minimum Uncompacted Void Content of Coarse Aggregate (UVA) value of 45 when tested in accordance w ith KT-80. Testing will be the same frequency as KT-50. Do not use material with a UVA value less than 45.
c.Provide Chat (CH-1) obtained during the mini ng of lead and zinc ores in the tri-state mining district. (d) Consider materials complying with Mineral Filler Supplements MFS-1, MFS-2, MFS-4, and MFS-7 as crushed aggregate.
e.Produce Crushed Steel Slag (C SSL) by crushing electric furnace steel slag. Some sources of steel slag are angular when produced and may be treated the same as crushed gravel and manufactured sand. Use steel slag with an Uncompacted Void Cont ent of the Fine Aggregate “U” Value, determined by test method KT-50, of more than 42.00 and the Coarse Aggregate Angularity greater than the minimum specified value. The maximum allowable quantity of crushed steel slag is 50% of the total aggregate weight.
f.Manufactured sand shall have an Uncompact ed Void Content of th e Fine Aggregate “U” Value, determined by test method KT-50, greater than or equal to 42.00. Produce manufactured sand by crushing siliceous sand and gravel (designate as crushed gravel (CG-2, CG-3, etc) in the mix design), or by washing or screening crushed stone (designate as crushed stone (CS-2, CS-3, etc) in the mix design), or by washing or screeni ng chat (designate as chat (CH-2, CH-3, etc) in the mix design).
2.Uncrushed Aggregates. Limit uncrushed aggregates to the following materials.
a.Produce Sand-Gravel (SSG) by mixing natural sand and gravel formed by the disintegration of siliceous and/or calcareous materials. (b) Provide Natural Sand consisting of particles fo rmed by the natural disintegration of siliceous and/or calcareous materials. Use natural sand w ith an Uncompacted Void Content “U” value of less than 42. (c) Provide Grizzly (Grizzly Waste) consisting of the matrix or bedding material occurring in conjunction with calcitic or dolomitic cemented sandstone "Quartzite", generally separated from the sandstone prior to crushing. (d) Provide Wet Bottom Boiler Slag (WBBS) consisting of a hard angular by-product of the combustion of coal in wet-bottom boilers. Quality requirements do not exist for this material. Obtain written approval by the Chief of Construction and Materials for use in HMA. The use of WBBS does not modify the requirements for minimum contents of either crushed stone or natural sand.
3.Mineral Filler Supplement. Provide a mineral filler supplement that is easily pulverized and free of cemented lumps, mudballs, and organic materials that complies with the following and the general requirements in subsection 1103.2c . Do not blend 2 or more mate rials to produce mineral filler s upplement. Provide only 1 mineral filler supplement in each HMA design. 1103- AGGREGATES FOR HOT MIX ASPHALT (HMA)
1100-12 (a) Mineral Filler Supplement designation MFS-1 is Portland cement, blended hydraulic cements,
or crushed stone.
b.Mineral Filler Supplement designation MFS-2 is crushed limestone.
c.Mineral Filler Supplement designation MFS-3 is water or wind deposited silty soil material. (d) Mineral Filler Supplement designation MFS-4 is Hydrated lime. The minimum allowable quantity of MFS-4 or Hydrated Lime is 1% of the total aggregate weight when required as a supplement on the Contract Documents. (e) Mineral Filler Supplement designation MFS-5 is volcanic ash containing a minimum of 70% glass shard. The maximum allowable quantity of MFS-5 is 5% of the total aggregate weight when specified as acceptable mineral filler supplement. (f) Mineral Filler Supplement designation MFS-6 is fly ash. Fly ash is the finely divided residue resulting from the combustion of ground or powdered coal and is transported from the boiler by flue gasses. The maximum allowable quantity of MFS-6 is 3% of the total aggregate weight when specified as acceptable mineral filler supplement.
g.Mineral Filler Supplement designation MFS-7 is processed chat sludge that has been dewatered at the source of supply, and does not exceed 15% moisture content by weight at the time of shipping.
4.Reclaimed Asphaltic Pavement (RAP). Use RAP in HMA only when such an option is permitted by Contract Special Provision. Subject the RAP to the limitations (i.e. source, max. percent allowed in mix, etc.) shown on the Contract Documents and contained in the ap propriate Contract Special Pr ovisions. Screen the RAP through a 2 ¼ inch screen or grizzly before it enters the HMA plant. Fractionated Reclaimed Asphaltic Pavement (FRAP) is defined as having two or more RAP stockpiles, where the RAP is divided into a minimum of two fractions consisting of coarse and fine fractions. Subject the FRAP to the same limitations shown on the Contract Docu ments and contained in the ap propriate Contract Special Provisions for RAP. Comprise the maximum percentage of FRAP of coarse or fine FRAP or a combination of coarse and fine FRAP, unless otherwise stated in the Contra ct Documents. Utilize a separate cold feed bin for each stockpile of FRAP used. Add FRAP to the mix through the RAP collar. Include the processing requirements for each FRAP stockpile within the Quality Control Plan.
5.Recycled Asphalt Shingles . Recycled Asphalt Shingles (RAS) are allowed in any mixture specified to use RAP. The Contractor may use the %RAP as shown in the Contr act Special Provision or a maximum of 5% RAS and 10% RAP. Follow the guidelines in AASHTO PP 53 except as modified in this Special Provision. Drop the grade of the virgin binder one grade from both the top and the bottom grade specified for 0% RAP. For example, if a PG 64- 22 is specified for 0% RAP, then the virgin grade of the binder for up to 5% RAS and 10% RAP is PG 58-28. Comply with the Kansas Department of Health and Environment’s Bureau of waste Management Policy 2011-P3 or current version and other regulations pertaining to the recycling of shingles. Grind the shingles to a minus 3/8-inch size. Remove deleterious materials from waste, manufacturer, or new shingles. Use post-consumer RAS that contains less than 0.5% wood by weight or less than 1.0% total deleterious by weight. Determine the gradation of the aggr egate by extraction of the bind er or by using TABLE 2 as a standard gradation: TABLE 1103-1: SHINGLE AGGREGATE GRADATION Sieve Size Percent Retained 3/8 in. 0 No. 4 5 No. 8 15 No. 16 30 No. 30 50 No. 50 55 No. 100 65 No. 200 75
b.Quality of Individual Aggregates. Soundness, minimum (KTMR-21) ................................................................. 0.90 1103- AGGREGATES FOR HOT MIX ASPHALT (HMA)
1100-13 Soundness requirements do not appl y to aggregates having less than 10% material retained on the
No. 4 mesh sieve. Wear, maximum (AASHTO T 96) .................................................................. 40% Wear requirements do not apply to aggregates having less than 10% retained on the No. 8 sieve. Absorption, maximum (KT-6) ....................................................................... 4.0% Test aggregates for absorption as follows: Crushed Stone (CS-1) ............................................................. Test Method KT-6, Procedure I Screenings (CS-2) ................................................................... Test Me thod KT-6, Procedure II Sand Gravel (SSG)/Crushed Gravel (CG) ..................... Test Method KT-6, Procedures I & II Apply the specified maximum absorption to both the fraction retained on the No. 4 sieve and the fraction passing the No. 4. Screenings produced concurrently with CS-1 will be accepted without tests for absorption. Crushed aggregates with less than 10% materials retained on the No. 4 sieve (excluding mineral filler supplements) must be produced from a source complying with the official quality requirements of this Section prior to crushing. Plasticity Index, the maximum P.I. for MFS-1, MFS-2, MFS-3, MFS-5, and MFS-7 is 6.
c.Product Control of Individual Aggregates
1.Size Requirements. Produce each indi vidual aggregate that complies with TABLE 1103-2 and 1103-3
2.Deleterious Substances. Provide combined aggr egates free from alkali, acids, organic matter, or injurious quantities of other foreign substances that does not exceed the following maxi mum percentages by weight. Shale or Shale-like (KT-8) ............................................................................. 1.0% Clay lumps and friable pa rticles (KT-7) ......................................................... 1.0% Sticks (wet) (KT-35) ...................................................................................... 0.1% Coal (AASHTO T-113) .................................................................................. 0.5% 1103- AGGREGATES FOR HOT MIX ASPHALT (HMA)
1100-14 Table 1103-2: Requirements for Individual Aggregates
Designation Material Percent Retained – Square Mesh Sieves 1” ½” 3/8” No. 4 No. 8 No. 30 No. 200 CS-1 Crushed Stone 0 95.5-100.0 CS-2 Crushed Stone Screenings 0 0 - 5 60-100 CG Crushed Gravel Blend gradation with other aggregates in the mix. CH-1 Chat Blend gradation with other aggregates in the mix SSG Sand & Sand Gravel 0 80-100 WBBS Wet Bottom Boiler Slag 0 Blend gradation with other aggregates in the mix. CSSL Crushed Steel Slag Blend gradation with other aggregate in the mix. TABLE 1103-3: REQUIREMENTS FO R MINERAL FILLER SUPPLEMENTS Designation Material Percent Retained – Square Mesh Sieves 1” ½” 3/8” No. 4 No. 8 No. 30 No. 200 MFS-1 Cement or Crushed Stone 0 0-5 0-8 0-40 MFS-2 Crushed Limestone 0 1-10 60-80 MFS-3 Silt 0 0-5 0-40 MFS-4 Hydrated Lime Blend gradation with other aggregate in the mix MFS-5 Volcanic Ash 0 0-5 0-8 0-40 MFS-6 Fly Ash Blend gradation with other aggregate in the mix MFS-7 Processed Chat Sludge 0 0-5 0-8 0-40
d.Stockpiling. Stockpile and handle aggregates in such a manner to prevent detrimental degradation and segregation, the incorporation of appreciable amounts of foreign material, and the intermingling of stockpiled materials.
e.Special Requirements for aggregates used in ultrathin bonded asphalt surface (UBAS). TABLE 1103-4: INDIVIDUAL COARSE AGGREGATE PROPERTIES Property Test Method Limits Coarse Aggregate Angularity (% min.) KT-31 95/90 a Los Angeles Abrasion (% max.) b AASHTO T 96 35 c Micro-Deval,(% max.) b AASHTO T 327 18d Soundness (% min.) KTMR-21 0.90 d Absorption (% max.) KT-6 4.0 d Methylene Blue (% max.) AASHTO T 330 10 e An individual aggregate will be considered a coarse aggregate source if it contributes more than 5% of the total plus No. 4 sieve material of the co mbined aggregate (individ ual aggregate contribution No. 4 / total JMF retained No. 4 > 5%). a – 95% of the coarse aggregat e has one fractured face & 90% ha s two or more fractured faces. b – Sample from stockpiled material with top size aggregate not larger than the maximum aggregate size for the mix designation type from TABLE 613-1 . c - For calcitic or dolometic cemented sandstone “quartzite”, the maximum percent is 40. d - May use KDOT’s Official Quality results e – Perform this test on all individual aggregates that contribute more than 1.0% to the JMF for the material passing the No. 200 sieve. 1103- AGGREGATES FOR HOT MIX ASPHALT (HMA)
1100-15 Table 1103-5: Individual Fine Aggregate Properties
Property Test Method Limits Methylene Blue (% max.) AASHTO T 330 10 Soundness (% min.) KTMR-21 0.90 a Los Angeles Abrasion (% max.) AASHTO T 96 40 a Absorption (% max.) KT-6 4.0 a a –May use KDOT’s Offi cial Quality results. The above requirements for wear do not apply for aggregates having less than 10% material retained on the No. 8 sieve. The above requirements for soundne ss do not apply for aggregates having less than 10% material retained on the No. 4 sieve. 1103.3 TEST METHODS Test aggregates according to the applicable provisions of SECTIONS 1115 and 2501 . 1103.4 PREQUALIFICATION Prequalify aggregate sources according to subsection 1101.4 . 1103.5 BASIS OF ACCEPTANCE Aggregates covered by this subsection are accepted based on the procedure described in subsection 1101.5. 1104 - AGGREGATES FOR AGGR EGATE BASE CONSTRUCTION
1100-16 Section 1104
AGGREGATES FOR AGGREGATE BASE CONSTRUCTION 1104.1 DESCRIPTION This specification covers aggregates fo r use in aggregate base construction. 1104.2 REQUIREMENTS
a.Composition.
1.Type AB-1 or AB-2 may be singularly or any combination of crushed stone, crushed or uncrushed gravel, sand, sand-gravel, or limestone gravel mixed with soil or other qualified binder material.
2.Type AB-3 is at least 85% limestone or dolomite produced by mechanical crushing.
b.Quality1. Soundness2, minimum (KTMR-21) ............................................................... 0.85 Wear3, maximum (AASHTO T 96) ............................................................... 50% 1Crushed aggregates with less than 10% material retained on the No. 4 sieve (excluding mineral filler supplements) must be produced from a source complying with the official quality requirements of this Section prior to crushing. 2The above requirements for soundness do not apply for aggregat es having less than 10% material retained on the No. 4 sieve. 3The above requirements for wear do not apply to aggregates having less than 10% material retained on the No. 8 sieve.
c.Product Control .
1.Gradation and Plasticity. Provide a uniformly mixed final product that complies with TABLE 1104-1 .
2.Deleterious Substances. Provide aggregates that are free from weeds, sticks, grass, roots and other undesirable foreign matter.
d.Stockpiling. Stockpile and handle aggregates in such a manner to prevent detrimental degradation and segregation, the incorporation of appreciable amounts of foreign material, and the intermingling of stockpiled materials. 1104.3 TEST METHODS Test aggregates according to the applicable provisions of SECTION 1115 . TABLE 1104-1: GRADATION AND PLASTICITY OF AGGR EGATES FOR AGGREGATE BASE CONSTRUCTION Type Percent Retained-Square Mesh Sieves P.I. Liquid Limit (Max.) 2” 1 ½” 1” ¾” 3/8” No. 4 No. 8 No. 40 No. 200 AB-1 0 0-10 5-40 35-75 54-85 78-95 90-98 0-6 25 AB-2* 0 1-35 25-50 60-75 78-90 1-6 25 AB-3** 0 0-5 5-30 35-60 45-70 60-84 80-92 1-8 30 *The fraction passing the No. 200 sieve shall not exce ed 2/3 of the fraction passing the No. 40 sieve. **The fraction passing the No. 200 sieve shall not exce ed 3/4 of the fraction passing the No. 40 sieve. 1104.4 PREQUALIFICATION Prequalify aggregate sources according to subsection 1101.4 . 1104.5 BASIS OF ACCEPTANCE Aggregates covered by this subsection are accepted based on the procedures described in subsection 1101.5. 1105 - AGGREGATES FOR CEMENT TREATED BASES
1100-17 Section 1105
AGGREGATES FOR CEMENT TREATED BASES 1105.1 DESCRIPTION This specification covers aggregate for the construc tion of fly ash and portland cement treated base. 1105.2 REQUIREMENTS
a.Composition . Provide singly or in combination, crushed limestone, crushed dolomite, crushed portland cement concrete pavement (PCCP) reclaimed from the project site and sand or sand-gravel produced from a naturally occurring alluvial deposit.
b.Quality 1. Provide individual aggregates that comply with the following: Crushed Limestone and Dolomite. Soundness 2, minimum (KTMR-21) ............................................................... 0.85 Wear 3, maximum (AASHTO T 96) ............................................................... 50% Reclaimed crushed PCCP. Soundness 2, minimum (KTMR-21) ............................................................... 0.85 Wear 3, maximum (AASHTO T 96) ............................................................... 60% Sand or Sand Gravel. Soundness 2, minimum (KTMR-21) ............................................................... 0.85 Wear 3, maximum (AASHTO T 96) ................................................................ 50% 1 Crushed aggregates with less than 10% material retained on the No. 4 sieve (excluding mineral filler supplements) must be produced from a source complying with the official quality requirements of this Section prior to crushing. 2 The above requirements for soundness do not apply for aggreg ates having less than 10% material retained on the No. 4 sieve. 3 The above requirements for wear do not apply to aggregates having less than 10% material retained on the No. 8 sieve.
c.Product Control.
1.Size Requirements. Develop a single point ag gregate gradation and establish a plus and minus tolerance for each si eve specified in TABLE 1105-1 . The established tolerances will be applied to the designated single point gradation for the purposes of establishing a gradation band for field acceptance testing. Perform sieve analyses of the aggregates and chart the results. Suspend production of mate rials when any test result on any sieve falls outside the gradation band. TABLE 1105-1: GRADATION OF AGGREGATES FOR CEMENT TREATED BASES (PERCENT RETAINED) Sieve size 1 ½” ¾” No. 4 No. 8 No. 40 No. 200 Single point * * * * * * Tolerance * +/-* +/-* +/-* +/-* +/-* * These values to be established by the Contractor
2.Deleterious Substances. Provid e aggregates that are free from gras s, weeds, roots, sticks, and other undesirable foreign matter.
d.Stockpiling. Stockpile and handle aggregates in such a manner to prevent detrimental degradation and segregation, the incorporation of appreciable amounts of foreign material, and the intermingling of stockpiled materials. 1105 - AGGREGATES FOR CEMENT TREATED BASES
1100-18 1105.3 Test Methods
Test aggregates according to the applicable provisions of SECTION 1115. 1105.4 PREQUALIFICATION Prequalify aggregate sources according to subsection 1101.4 . 1105.5 BASIS OF ACCEPTANCE Aggregates covered by this subsection are accepted based on the procedures described in subsection 1101.5. 1106 - AGGREGATES FOR GRANULAR BASE
1100-19 Section 1106
AGGREGATES FOR GRANULAR BASE 1106.1 DESCRIPTION This specification covers aggregate for granular base for concrete pavements. 1106.2 REQUIREMENTS
a.Composition. Mix sand, gravel, crushed stone, and/or a suitable binder soil, singly or in combination, to produce uniformity of grading and plasticity, and comply with the following.
b.Quality 1. Soundness 2, minimum (KTMR-21) ............................................................... 0.85 Wear 3, maximum (AASHTO T 96) ............................................................... 50% 1Crushed aggregates with less than 10% material retained on the No. 4 sieve (excluding mineral filler supplements) must be produced from a source complying with the official quality requirements of this Section prior to crushing. 2The above requirements for soundness do not apply for aggregat es having less than 10% material retained on the No. 4 sieve. 3The above requirements for wear do not apply to aggregates having less than 10% material retained on the No. 8 sieve. Apply the specified maximum absorption to both the fraction retained on the No. 4 sieve and the fraction passing the No. 4 sieve. Screenings produced concurrently with products approved under KT-6, Procedure I, will be accepted without test s for absorption.
c.Product Control.
1.Size and Plasticity Requirements: TABLE 1106-1: GRADATION OF AGGREGATES FOR GRANULAR BASE Percent Retained – Square Mesh Sieves 1 ½” ¾” No. 4 No. 8 No. 40 No. 200 0 0-15 10-65 25-70 50-90 85-95 Plasticity Index. Mixes containing more than 50% Crushed Limestone ................................... 1-8 Other Aggregate Combinations ...................................................................... 3-8 Liquid Limit, maximum ................................................................................. 25
2.Pulverization.
a.Binder Soil. Pulverize binder soil that occurs in natural deposits and not naturally combined with coarse material that complies with TABLE 1106-2 : TABLE 1106-2: GRADATION OF BINDER SOIL Percent Retained – Square Mesh Sieves ¾” No. 4 No. 8 0 0-25 0-50 Determine pulverization of binder soil in moist or natural conditions at the latest possible point before incorporation into the total combined material.
b.Natural Mixtures. When binder and coarse material occur naturally combined, pulverize the combination so that at least 25% of the total passi ng the No 40 sieve by washing passes the No. 40 sieve by dry screening. 1106 - AGGREGATES FOR GRANULAR BASE
1100-20 (3) Deleterious Substances. Provid e aggregates that are free from gras s, weeds, roots, sticks, and other
undesirable foreign matter.
d.Stockpiling. Stockpile and handle aggregates in such a manner to prevent detrimental degradation and segregation, the incorporation of appreciable amounts of foreign material, and the intermingling of stockpiled materials. 1106.3 TEST METHODS Test aggregates according to the applicable provisions of SECTION 1115 . 1106.4 PREQUALIFICATION Prequalify aggregate sources according to subsection 1101.4 . 1106.5 BASIS OF ACCEPTANCE Aggregates covered by this subsection are accepted based on the procedures described in subsection 1101.5.
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 665–677 of 978.