1114 - STONE FOR RIPRAP, DITCH LINING AND OTHER MISCELLANEOUS USES
1100-37 (2) Quality.
Soundness, minimum (KTMR-21) ................................................................. 0.85 Wear, maximum (AASHTO T 96) ................................................................. 45%
3.Product Control. Size. Provide stone for filter course material that complies with TABLE 1114-3 . TABLE 1114-3: STONE FOR FILTER COURSE Material Percent Retained on Sieve Size 6” 5” 4” 3” 2” 1” ½” 3/8” No. 4 Type I 0 0-5 10-40 25-60 55-85 70-95 Type II 0 0-5 50-90 Type III 0 5-25 40-60 75-95
d.Stone for Flumes, Flume Drains and Slope Drains .
1.Composition. Provide aggregate that is crushed or uncrushed gravel or quarried stone.
2.Quality. Soundness, minimum (KTMR-21) ................................................................. 0.85 Wear, maximum (AASHTO T 96) ................................................................. 45%
3.Product Control. Deleterious Substances. Provide stone that is free from soapstone, shale, shalelike or other easily disintegrated material. Size. Provide stone for flumes, flume drains and slope drains as shown in the Contract Documents or as required by the Engineer.
e.Stone for Tree Wells or Cribs . Stone may be set aside during ex cavation on the project or obtained from nearby deposits. If stone is not available, use salvaged, durable concrete blocks from old structures or other materials approved by the Engineer.
f.Stone for Shot Rock.
1.Composition. Provide stone resulting from drilling and blasting or other various methods of excavation. Shot rock may be subsequently sized using heavy equipment or other suitable methods.
2.Quality. Soundness, minimum (KTMR-21) ................................................................. 0.85 Wear, maximum (AASHTO T 96) ................................................................. 45%
3.Product Control. Deleterious Substances. Provide stone for shot rock that is free from injurious quantities of clay and soapstone. Size. Shot rock shall be quarry run with no more than 10 percent larger than10 feet in circumference measured in any direction and not more than 10 percent passing the 1 inch sieve as determined by visual inspection. The maximum size of the shot rock will be limited by the thickness of the rock to be placed, as shown on the Contract Documents.
g.Granular Drainage Blanket
1.Composition. Provide aggregate that is crushed or uncrushed gravel or quarried stone. Soundness, minimu m (KTMR-21) .................................................................. 0.85 Wear, maximum (AASHTO T 96) .................................................................. 45% 1114 - STONE FOR RIPRAP, DITCH LINING AND OTHER MISCELLANEOUS USES
1100-38 (3) Product Control.
Deleterious Substances. Stone for these types of construction shall be free from soapstone, shale, shale-like or other easily disintegrated material. Size Requirements. Provide aggregate for granul ar drainage blankets that complies with TABLE
1114-4 .
TABLE 1114-4: AGGR EGATE FOR GRANULAR DRAINAGE BLANKETS Percent Retained – Square Mesh Sieves 4 in No. 8 0 95-100
h.Sediment Basin Risers
1.Composition. Provide aggregate that is crushed or uncrushed gravel or quarried stone. Soundness, minimum (KTMR-21) ................................................................................ 0.85 Wear, maximum (AASHTO T 96) ................................................................................ 45%
3.Product Control. Deleterious Substances. Stone for these types of construction shall be free from soapstone, shale, shale-like or other easily disintegrated material. Size Requirements. Provide stone for sediment basin risers that complies with TABLE 1114-5 : TABLE 1114-5: SEDIMENT BASIN RISERS Percent Retained 5 in 2 in 0 90 1114.3 TEST METHODS Test aggregates according to the applicable provisions of SECTION 1115 . 1114.4 PREQUALIFICATION Prequalify aggregate sources according to subsection 1101.4 . 1114.5 BASIS OF ACCEPTANCE
a.Aggregates covered by this subsection, except ston e for tree wells and cribs, are accepted based on the procedures described in subsection 1101.5 .
b.Stone for tree wells or cribs are acceptable based on visual inspection by the Engineer. 1115 - TEST METHODS FOR DI VISION 1100, AGGREGATES
1100-39 Section 1115
TEST METHODS FOR DIVISION 1100, AGGREGATES 1115.1 GENERAL TEST METHODS KT tests are general procedures performed in the field and the central laboratory. They are included in Part
V.Copies can be obtained by contacting the Plans and Proposals Section in the Bureau of Construction and Materials, the local DME, or the Quality Assurance Section at the Materials and Research Center. Check the special provision regarding test methods to ascertain the date of the latest revision. TITLE TEST METHOD Sampling Aggregates KT-1 Sieve Analysis of Aggregates KT-2 Material Passing No. 200 Sieve by the Wash Method KT-3 Percent Retained on the No. 200 Sieve by Dry Screening KT-4 Unit Weight of Aggregate KT-5 Specific Gravity and Ab sorption of Aggregate KT-6 Clay Lumps and Friable Particles in Aggregate KT-7 Shale or “Shalelike” Ma terials in Aggregate KT-8 Plasticity Test KT-10 Moisture Test KT-11 Determination of Free Moisture or Absorptio n of Aggregate For Use in Concrete KT-24 Determination of Percentage of Crushed Particles in Crushed Gravel KT-31 Sieve Analysis of Extr acted Aggregate KT-34 Sticks in Aggregate KT-35 Making, Curing and Testing Cement Treated and Unbound Bases In the Laboratory KT-37 Moisture Contents of Asphalt Mixtures of Mineral Aggregates -Microwave Oven Method KT-43 Uncompacted Void Content of Fine Aggregate KT-50 Plastic Fines in Combined Aggregates by Use of the Sand Equivalent Test KT-55 Flat and Elongated Particles in Coarse Material Test KT-59 1115 - TEST METHODS FOR DI VISION 1100, AGGREGATES
1100-40 1115.2 Materials and Research Center Test Methods
KTMR tests are procedures found at the Materials and Research Center and are not expected to be performed in the field. Copies can be obtained by c ontacting the Quality Assurance Section in the Materials and Research Center. TITLE MR TEST METHOD Permeability for Base Course Material KTMR-5 Soundness and Modified Soundness of Aggregates by Freezing and Thawing KTMR-21 Durable Aggregate Test KTMR-22 Wetting and Drying Test of Sand-Gravel Aggregate for Concrete KTMR-23 Procedures for Testing Ligh tweight Aggregates KTMR-24 Test Method for Compressive Strength of Hydraulic Cement Mortars Using 2 inch Cube Specimens KTMR-26 Modified Specific Gravity and Absorption of Aggregate KTMR-27 Determination of Total Acid Insoluble Residue KTMR-28 1115.3 AASHTO TEST METHODS In addition to the test methods referenced above, the following American Association of State Highway and Transportation Officials (AASHTO) test methods are used as written in the current edition of the AASHTO Materials Manual, Part II. Copies can be obtained from AASHTO, or can be viewed at the offices of the local DME, Construction and Materials Headquarters, or the Qu ality Assurance Section in the Materials and Research Center. TITLE AASHTO TEST METHOD Organic Impurities in Fine Aggregates for Concrete AASHTO T 21 Resistance to Degradation of Sm all-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine AASHTO T 96 Lightweight Pieces in Aggregate AASHTO T 113 1116 – AGGREGATES FOR ON GRADE CONCRETE
1100-41 Section 1116
AGGREGATES FOR ON GRADE CONCRETE 1116.1 DESCRIPTION This specification is for coarse aggregates, intermed iate aggregates, fine aggregates, mixed aggregates (coarse, intermediate and fine material ) and miscellaneous aggregates for use in construction of concrete placed on grade. For Intermediate Aggregat es and Mixed Aggregates, consider any ag gregate with 30% or more retained on the No. 8 sieve to be Coarse Aggregate. 1116.2 REQUIREMENTS
a.Quality of Individual Aggregates.
1.Provide aggregate for concrete th at complies with the following requirements. Crushed aggregates with less than 20% material retained on the 3/8” sieve from a source complying with these requirements prior to crushing. Fine Aggregates for Concrete have add itional Quality Requirements stated in s ubsection 1116.2e.(2). Soundness by Freeze/Thaw (min .) (KTMR-21)* .......................................................... 0.90 Wear Grading B (max.) (AASHTO T 96 )** .................................................................. 50% Additional Requirements:*** Modified Soundness by Freeze/Thaw (min.) (KTMR-21) ............................................ 0.90 Relative Dynamic Modulus of Elasticity, minimum (KTMR-22 @ 660 F/T cycles) ... 95 Expansion, maximum (KTMR-22 @ 660 F/T cycl es) .................................................. 0.025% * Soundness (KTMR-21) requirements do not apply to aggregates having less than 10% material retained on the No. 4 sieve. ** Wear (AASHTO T 96) requirements do not apply to aggregates having less than 10% retained on the No. 8 sieve. ***The additional requirements do not apply for uncrushed sand-gravel aggregates having less than 5% material retained on the ½” sieve.
2.All predominately siliceous aggregate must comply with the Wetting & Drying Test requirements, or be used with a Coarse Aggregate Sweeten er, or will require Supplemental Ceme ntitious Materials (SCM) to prevent Alkali Silica Reactions (ASR). When an SCM is utilized, provide the results of mortar expansion tests of ASTM C 1567 using the project’s mix design concrete materials at th eir designated percentages. Provide a mix with a maximum expansion of 0.10% at 16 days after casti ng. Provide the results to the Engineer at least 15 days before placement of concrete on the project. Wetting & Drying Test of Siliceous Aggregate for Concrete (KTMR-23) Concrete Modulus of Rupture: At 60 days, minimum ............................................................................... 550 psi At 365 days, minimum ............................................................................. 550 psi Expansion: At 180 days, maximum ............................................................................ 0.050% At 365 days, maximum ............................................................................ 0.070% Aggregates produced from the following general areas are exempt from the Wetting and Drying Test: Blue River Drainage Area. The Arkansas River from Sterling, west to the Colorado state line. The Neosho River from Emporia to the Oklahoma state line.
3.Coarse Aggregate Sweetener. Type s and proportions of aggregate sw eeteners to be used with Mixed Aggregates are listed in TABLE 1116-1 . 1116 – AGGREGATES FOR ON GRADE CONCRETE
1100-42 Table 1116-1: Coarse Aggregate Sweetener
Type of Coarse Aggregate Sweetener Proportion Required by Percent Weight Crushed Sandstone* 40 (minimum) Crushed Limestone or Dolomite* 40 (minimum) Siliceous Aggregates meeting subsection 1116.2a.(2) 40 (minimum) Siliceous Aggregates not meeting subsection 1116.2a.(2) ** 30 (maximum) *Waive the minimum portion of Coarse Aggregate Sweetener for all intermediate and fine aggregates that comply with the wetting and drying requirements for Siliceous Aggregates. In this case, combine the intermediate, fine and coarse aggregate sweetener in proportions required to comply with subsection 1116.2a.(2) **To be used only with intermediate and fine aggregates that comply with the wetting and drying requirements of Siliceous Aggregates unless a Supplementa l Cementitious Material is utilized.
b.Mixed Aggregates
1.Composition. Provide coarse, intermediate, and fine aggregates in a combination necessary to meet subsection 1116.2b.(2). Use a proven optimization method such as ACI 302.1 or other method approved by the Engineer. Aggregates may be from a single source or combination of sources.
2.Product Control.
c.Gradations such as those shown in TABLE 1116-2 have proven satisfactory in reducing water demand while providing good workability. Adjust mixture proportions whenever individual aggregate grading varies during the course of the work. Use the gradations shown in TABLE
1116-2 , or other gradation approved by the Engineer.
Optimization is not required for concrete for patching pavements more than 10 years old, or Commercial Grade Concrete. The Engineer ma y waive the optimization requirements if the concrete meets all the requirements of DIVISION 400 and/or DIVISION 500 . Follow these guidelines:
1.Do not permit the percent retained on two adjacent sieve sizes to fall below 4%;
2.Do not allow the percent retained on thre e adjacent sieve sizes to fall below 8%; and
3.When the percent retained on each of two adjacent sieve sizes is less than 8%, the total percent retained on either of these sieves and the ad jacent outside sieve should be at least 13%. (for example, if both the No. 4 and No. 8 sieves have 6% retained on each, then:
1.the total retained on the 3/8 in. and No. 4 sieves should be at least 13%, and
2.the total retained on the No. 8 and No. 16 sieves should be at least 13%.) TABLE 1116-2: ALLOWABLE GRADING FO R MIXED AGGREGA TES FOR CONCRETE Type Usage Percent Retained - Square Mesh Sieves 1 ½" 1" ¾" ½" ⅜" No. 4 No. 8 No. 16 No. 30 No. 50 No. 100 No. MA-3 Optimized All Concrete 0 2-12 Note1Note1Note1Note1Note2Note2 Note2 95-100 98-100 MA-4 Optimized All Concrete3 0 2-12 Note1Note1Note1Note1Note1Note2Note2 Note2 95-100 98-100 MA-5 Optimized All Concrete 0 2-12 8 min 22-34 55-65 75 min 95-100 98-100 MA-7 Contractor Design KDOT Approved Proposed Grading that does not correspond to other limits in this table but meet the requirements for concrete in DIVISION 400 and/or DIVISION 500 . 98-100 1 Retain a maximum of 22% and a minimum of 6% of the material on each individual sieve. 2 Retain a maximum of 15% and a minimum of 6% of the material on each individual sieve. 3 Maximum top size of Limestone is ¾”.
d.Optimization Requirements for all Gradations. Actual Workability must be within ± 5 of Target Workability. Where: W A = Actual Workability 1116 – AGGREGATES FOR ON GRADE CONCRETE
1100-43 W T = Target Workability
CF = Coarseness Factor
1.Determine the Grading according to KT-2 2. Calculate the Coarseness Factor (CF) to the nearest whole number.
3.Calculate the Actual Workability (W
A.to the nearest whole number as the percent material passing the #8 sieve. WA = 100 – % retained on #8 sieve
4.Calculate the Target Workability (W T) to the nearest whole number where For 517 lbs cement per cubic yard of concrete WT = 46.14 – (CF/6) For each additional 1 lb of cement per cubic yard, subtract 2.5/94 lbs from the Target Workability.
c.Deleterious Substances. Maximum allowed deleterious substances by weight are: Clay lumps and friable pa rticles (KT-7) ........................................... 1.0% Coal (AASHTO T 113) ..................................................................... 0.5% Shale or Shale-like mate rial (KT-8) .................................................. 0.5% Sticks (wet) (K T-35) ......................................................................... 0.1% Sum of all deleterious ........................................................................ 1.5%
d.Uniformity of Supply. Designate or determine the fineness modulus (grading factor) for each aggregate according to the procedure listed in S ection 5.10.5-Fineness Modulus of Aggregates (Gradation Factor) of Part V befo re delivery, or from the first 10 samples tested and accepted. Provide aggregate that is within ±0.20 of the average fineness modulus. Provide a single point grading for the combined aggregates along with a plus/minus tolerance for each sieve. Use plus/minus tolerances to perform quality cont rol checks and by the Engineer to perform aggregate grading verification testing. The tests may be performed on the combined materials or on individual aggregates, and then theoretically combined to determine compliance. Maintain an Actual Workability within ± 5 of the Target Workability for combined aggregates.
3.Handling of All Aggregates.
a.Segregation. Before acceptance testing, remix all aggregate segregated by transit or stockpiling.
b.Stockpiling. Maintain separation between aggregates from different sources, with different gradings or with a significantly di fferent specific gravity. Transport aggregate in a manner that promotes uniform grading. 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 shipme nt 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. 100xRetained % Material 8 # Retained % Material 3/8”CF
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 694–700 of 978.