401Asphalt Pavement -- General

401.01 Description . These specifications include general requirements that are

applicable to all types of asphalt whether producing Hot Mix Asphalt (HMA) mixtures or Warm Mix Asphalt (WMA) mixtures. These specifications also include the specific requirements for each particular mixture when deviations from the general requirements are necessary. This work consists of the construction of one or more lifts of asphalt pavement in accordance with these specifications and the sp ecific requirements for the mixture to be produced and in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer.

401.01.1 Definitions.

Maximum Sieve Size - Maximum sieve size is the sm allest sieve size at which 100 percent of the aggregate passes. Nominal Maximum Sieve Size - The nominal maximum sieve size is one sieve size larger than the first sieve to retain more than 10 percent of the aggregate. Maximum Density Line - The maximum density line is a straight line plot on the FHWA 0.45 power gradation chart that extends from the zero origin point of the chart through the plotted point of the combined aggregate gradation cu rve on the nominal maximum sieve size. Mechanically Fractured Face - An angular, rough, or broken surface of an aggregate particle created by crushing as determined by ASTM D 5821.

401.02 Materials .

401.02.1 Component Materials .

401.02.1 1--General . Component materials will be conditionally accepted at the plant

subject to later rejection if incorporated in a mixture or in work that fails to meet contract requirements.

401.02.1 2--Aggregates . The source of aggregates shall meet the applicable

requirements of Section 703.

401.02.1 2.1--Coarse Aggregate Blend. Mechanically fractured faces by weight of the

combined mineral aggregate coarser than the No. 4 sieve: Mixture Percent Fractured Faces, minimum 25-mm 70, one-face 19-mm * 80, one-face 12.5-mm 90, two-face 9.5-mm 90, two-face 4.75-mm 90, two-face * When used on routes requiring polymer modified asphalt, the top intermediate lift (19-mm mixture), including travel lane and adjacent lane, shall have at least 90 percent two fractured faces minimum. When placed on an existing concrete surface, all intermediate lif ts (19-mm mixture) shall have at least 90 percent fractured two faces minimum. The maximum percentage by weight of flat and elongated particles, for all mixes other than 4.75-mm, maximu m to minimum dimension greater th an 5, shall not exceed 10% for all mixtures. This shall be determined in accordance with ASTM D 4791, Section 8.4, on the combined mineral aggregate retained on the 3/8” sieve.

401.02.1 2.2--Fine Aggregate Blend. Of all the material passing the No. 8 sieve and

retained on the No. 200 sieve, not more than 60 percent shall pass the No. 30 sieve. Uncrushed natural sand shall pass the 3/8” sieve and may be used, excluding the content in RAP, in the percentages of the total mineral aggregate by weight set out in the following table: Maximum Percentage of Natural Sand by Total Weight of Mineral Aggregate Mixture HT MT ST 25-mm 10 10 20 19-mm 10 10 20 12.5-mm 10 10 20 9.5-mm 10 10 10 4.75-mm 25 30 35

401.02.1 2.3--Combined Aggregate Blend.

Design Master Range Mixture: 25-mm 19-mm 12.5-mm 9.5-mm 4.75-mm Nominal Maximum Sieve Size: 1 inch 3/4 inch 1/2 inch 3/8 inch 1/4 inch Sieve Size Percent Passing 1½ inch 100 1 inch 90-100 100 ¾ inch 89 max. 90-100 100 ½ inch - 89 max. 90-100 100 100 3/8 inch - - 89 max. 90-100 95-100 No. 4 - - - 89 max. 90-100 No. 8 16-50 18-55 20-60 22-70 - No. 16 - - - - 30-60 No. 200 4.0-9.0 4.0-9.0 4.0-9.0 4.0-9.0 6.0-12.0 For MT and HT mixtures, the combined aggr egate gradation of the job mix formula, when plotted on FHWA 0.45 power chart paper, shall fall entirely below the Maximum Density Line on all sieve sizes smaller than the No. 4 sieve. However, MT and HT mixtures having a minimum fine aggregate angularity index of 44.0, per ASTM C1252, Method A, may be designed above the maximum density line. The 9.5-mm mixtures shall have a minimum fine aggregate angularity of 44.0 for HT and MT mixtures and 40.0 for ST mixtures when tested on combined aggregate in accordance with ASTM C1252 Method A. The 4.75-mm mixtures shall have a minimum fine aggregate angularity of 45.0 for all design le vels when tested on combined aggregate in accordance with ASTM C 1252, Method A. The minus No. 40 fraction of the combined a ggregate shall be non-plastic when tested according to AASHTO T 90. The clay c ontent for the combin ed aggregate for underlying layers shall not exceed 1.0 percent, and for the top layer shall not exceed 0.5 percent by weight of the total mineral ag gregate when tested according to AASHTO T 88.

401.02.1 3--Bituminous Materials . Bituminous materials shall meet the applicable

requirements of Section 70 2 for the grade specified.

401.02.1 4--Blank .

401.02.1 5--Hydrated Lime . Hydrated lime shall meet th e requirements of Subsection

714.03.2 for lime used in soil stabilization.

401.02.1 6--Asphalt Admixtures . Additives for liquid asphalt, when required or

permitted, shall meet the requirements of Subsection 702.08.

401.02.1 7--Polymers. Polymers for use in polymer modified asphalt pavements shall

meet the requirements of Subsection 702.08.3.

401.02.2 WMA Products and Processes. The Department will maintain a list of

qualified WMA products and processes. No product or process shall be used unless it appears on this list. The Contractor may propose other products or processes for approval by the Product Evaluation Committee. Documentation shall be provided to demonstrate laboratory performance, field performance, and construction experience.

401.02.3 Composition of Mixtures .

401.02.3 1--General . Unless otherwise specified or permitted, the asphalt shall consist

of a uniform mixture of asphalt, aggregate, hydrated lime and, when required or necessary to obtain desired properties, antistripping agent and/or other materials. The total amount of crushed limestone aggregate for mixtures, excluding shoulders, when used in the top lift, shall not exceed 50 pe rcent of the total combined aggregate by weight. Hydrated lime shall be used in all asphalt at the rate of one percent (1%) by weight of the total dry aggregate including aggregate in RAP, if used. The aggregate, prior to the addition of the hydrated lime, shall contain su fficient surface moisture. If necessary, the Contractor shall add moisture to the aggregate according to the procedures set out in Subsection 401.03.2.1.2. The Contractor shall obtain a shipping ticke t for each shipment of hydrated lime. The Contractor shall provide the District Materi als Engineer with a copy of each shipping ticket from the supplier, including the date, time and weight of hydrated lime shipped and used in asphalt production. An amount equal to twenty-five percent (25%) of the total value of asphalt items performed during the initial estimate period in which the Contractor fails to submit the hydrated lime shipping tickets to the District Materials Engineer will be withheld from the Contra ctor's earned work. Non-conformance with this specification for successive estimate period(s) will result in the total value (100%) of asphalt items performed during this period(s) being withheld from the Contractor's earned work. Monies withheld for this non-conf ormance will be released for payment on the next monthly estimate following the date the submittal of hydrated lime shipping tickets to the District Materials Engineer is brought back into compliance with this specification. Mixtures will require the addition of an antistripping agent when the Tensile Strength Ratio (MT-63) and/or the Boiling Water Test (MT-59) fail to meet the following criteria. Tensile Strength Ratio (TSR - MT-63) Wet Strength / Dry Strength ................................................... 85 percent minimum Interior Face Coating .............................................................. 95 percent minimum Boiling Water Test (MT-59) Particle Coa ting ...................................................................... 95 pe rcent minimum Reclaimed asphalt pavement (RAP) materials may be used in the production of asphalt in the percentages of the total mix by weight set out in the following table: Asphalt Mixture Maximum Percentage of RAP by total weight of mix 4.75-mm 0 9.5-mm 20 * 12.5-mm Surface Lift 20 * 12.5-mm Underlying Lift 30 19-mm 30 25-mm 30 * At a minimum, RAP shall be proce ssed and/or screened such that the RAP material size does not exceed th e nominal maximum sieve size for the mixture specified. During asphalt production, the RAP shall pass through a maximum 2-inch square sieve located in the asphalt plant after the RAP cold feed bin and prior to the RAP weighing system. Crushed reclaimed concrete pavement may be used as an aggregate component of all asphalt pavements. When crushed reclaimed co ncrete pavement is used as an aggregate component, controls shall be implemented to prevent segregation. Crushed reclaimed concrete pavement aggregate shall be separated into coarse and fine aggregate stockpiles using the 3/8-inch or 1/2-inch sieve as a break-point unless otherwise approved by the Engineer in writing.

401.02.3 1.1--Mixture Properties.

Percent of Maximum ALL MIXTURES Specific Gravity (Gmm) N Design 96.0 N Initial Less than 90.0 N Maximum Less than 98.0 VMA CRITERIA Minimum percent 25-mm mixture 12.0 19-mm mixture 13.0 12.5-mm mixture 14.0 9.5-mm mixture 15.0 4.75-mm mixture 16.0 Mixtures with VMA more than two percent higher than the minimum may be susceptible to flushing and rutting; therefore, unless satisfactory experience with high VMA mixtures is available, mixtures with VMA greater than two percent above the minimum should be avoided. The specified VFA range for 4. 75-mm nominal maximum size mixtures for design traffic levels >3 million ESAL’s (HT Mixtures) shall be 75 to 78 percent, for design traffic levels of 1.0 to 3 million ESAL’s (MT mixtures) 65 to 78 percent, and for design traffic levels of <1.0 million ESAL’s (ST mixtures) 65 to 78 percent. DUST/BINDER RATIO for 4.75-mm mixtures Percent Passing No.200 / Effectiv e Binder Percent ............................... 0.9 to 2.0 DUST/BINDER RATIO for 9.5-mm, 12.5-mm, 19-mm & 25-mm mixtures Percent Passing No.200 / Effectiv e Binder Percent ............................... 0.8 to 1.6

401.02.3 2--Job Mix Formula . The job mix formula shall be established in accordance

with Mississippi Test Method: MT-78, where N represents the number of revolutions of the gyratory compactor. Compaction Requirements: N Initial N Design N Maximum High Type (HT) Mixtures 19-mm, 12.5-mm, 9.5-mm & 4.75-mm 7 85 130 Medium Type (MT) Mixtures 19-mm, 12.5-mm, 9.5-mm & 4.75-mm 7 65 100 All Standard Type (ST) Mixtures; 25-mm HT & MT Mixtures 6 50 75 At least 10 working days prior to the propos ed use of each mixture, the Contractor shall submit in writing to the Engineer a proposed job-mix formula or request the transfer of a verified job-mix formula as set forth in th e latest edition of MDOT’s Field Manual for HMA and SOP TMD-11-78-00-000. The proposed job-mix formula shall indicate whether the mixture will be produced as HMA or WMA. The process or product used to produce WMA should also be noted on the proposed documentation for the job-mix formula. The job-mix formula shall be signed by a Certified Mixture Design Technician (CMDT). The Department will perform the tests necessary for review of a proposed job-mix formula for each required mixture free of charge one time only. A charge will be made for additional job-mix formulas submitted by the Contractor for review. Review of the proposed job-mix formula will be based on percent maximum specific gravity at N Initial, N Design, and N Maximum , VMA @ N Design, resistance to stripping, and other criteria specified for the mixture. The mixture shall conform thereto within th e range of tolerances specified for the particular mixture. No change in properties or proportion of any component of the job- mix formula shall be made without permission of the Engineer. The job-mix formula for each mixture shall be in effect until revised in writing by the Engineer. A job-mix formula may be transferred to other contracts in accordance with conditions set forth in the Department's Field Manual for HMA. The Contractor shall not place any asphalt prior to receiving “tentative” approval and a MDOT design number from the Central Laboratory. When a change in source of materials, unsatisfactory mixture production results (such as segregation, bleeding, shoving, rutting over ⅛”, raveling & cracking) or changed conditions make it necessary, a new job-mix fo rmula will be required. The conditions set out herein for the original job-mix formula are applicable to the new job-mix formula. In the event the Contractor wishes to change from an approved HMA job-mix formula to WMA or an approved WMA job-mix formula to HMA, the Contractor shall submit the proposed change in writing to the Engineer at least 10 working days prior to the proposed change. If no changes (other than the plant production temperature) are to be made to the job-mix formula, a new MDOT design number will be assigned by the MDOT Central Laboratory.

401.02.4 Substitution of Mixture . The substitution of a one (1) size finer mixture for

an underlying lift shall require written permission of the State Construction Engineer, except no substitution of a 4.75-mm mixture will be allowed. The 19-mm mixture may be substituted for the 25-mm mixture in trench widening work. Any substitution of mixtures shall be of the same type. No other substitutions will be allowed. The quantity of substituted mixture shall be measured and paid for at the contract unit price for the mixture designated on the plans. The substitution of any mixture will be contingent on meeting the required total structure thickness and maintaining the minimum and/or maximum laying thickness for the particular substituted mixture as set out in the following table. Single Lift Laying Thickness Inches Mixture Minimum Maximum 25-m m 34 19-m m 2¼ 3½ 12.5-m m 1½ 2½ 9.5-m m 11 ½ 4.75-m m ½¾

401.02.5 Contractor's Quality Management Program .

401.02.5 1--General. The Contractor shall have full responsibility for quality

management and maintain a quality control system that will furnish reasonable assurance that the mixtures and all component materials incorporated in the work conform to contract requirements. The Contractor shall have responsibility for the initial determination and all subsequent adjustments in proportioning materials used to produce the specified mixture. Adjustments to pl ant operation and spreading and compaction procedures shall be made immediately when results indicate that they are necessary. Mixture produced by the Contractor without the required testing or personnel on the project shall be subject to removal and repl acement by the Contractor at no additional cost to the State.

401.02.5 2--Personnel Requirements. The Contractor shall provide at least one Certified

Asphalt Technician-I (CAT-I) full-time during aspha lt production at each plant site used to furnish material to the project. Sampling shall be conducted by a certified technician or by plant personnel under the direct observation of a certified technician. All testing, data analysis and data posting will be performed by the CAT-I or by an assistant under the direct supervision of the CAT-I. The Contractor shall have a Certified Asphalt Technician-II (CAT-II) available to make any necessary pro cess adjustments. Technician certification shall be in accordance with MDOT SOP TMD-22-10-00-000, MDOT HMA Technician Certification Program. An organizational chart, including names, telephone numbers and current certification, of all those responsible for the quality control program shall be posted in the Contractor's laboratory while the asphaltic paving work is in progress.

401.02.5 3--Testing Requirements. As a minimum, the Contractor's quality

management program shall include the following:

401.02.5 4--Documentation. The Contractor shall document all observations, records of

inspection, adjustments to the mixture, and test results on a daily basis. All tests conducted by the Contractor in accordance with Subsec tion 401.02.5.3(h) shall be included in the running average calculations. If single tests are performed as a check on individual asphalt properties, between regu lar samples, without performing all tests required in Subsection 401.02.5.3(h), the results of those individual tests shall not be included in the running average calculations for that particular property. The Contractor shall record the results of observations and records of inspection as they occur in a permanent field record. The Contractor shall record all process adjustments and job mix formula (JMF) changes on the air void charts. The Contractor shall provide copies of all test data sheets and the daily summary repo rts on the appropriate MDOT forms to the District Materials Engineer on a daily basis. The Contractor shall provide a written description of any process change, including blend proportions, to the Engineer as they occur. Information provided to the District Materials Engi neer must be received in the Engineer’s office by no later than 9:00 AM th e day after the asphalt is produced. Upon completion of the placement of a ll asphalt for the pr oject, the Contractor shall provide the Engineer with the original test reports and control charts in a neat and orderly manner.

401.02.5 5--Control Limits. The following control limits for the job mix formula (JMF)

and warning limits are based on a running average of the last four data points. Item JMF Limits Warning Limits Sieve - % Passing 1/2-inch ± 5.5 ± 4.0 3/8-inch ± 5.5 ± 4.0 No. 8 ± 5.0 ± 4.0 Item JMF Limits Warning Limits Sieve - % Passing No. 16, for 4.75-mm mixtures ONLY ± 4.0 ± 3.0 No. 30 ± 4.0 ± 3.0 No. 200 ± 1.5 ± 1.0 Asphalt Content, % -0.3 to +0.5 -0.2 to + 0.4 Total Voids @ N Design, % ± 1.3 ± 1.0 VMA @ N Design, % – 1.5 – 1.0

401.02.5 6--Warning Bands. Warning bands are defined as the area between the JMF

limits and the warning limits.

401.02.5 7--Job Mix Formula Adjustments. A request for a JMF adjustment signed by

a CAT-II may be made to the Engineer by the Contractor. Sufficient testing data shall be submitted with the request to justify the cha nge. The requested change will be reviewed by the State Materials Engineer for the Department. If current production values meet the mixture design requirements, a revised JMF will be issued. Adjustments to the JMF shall conform to the latest edition of MDOT’s Field Manual for HMA. Adjustments to the JMF to conform to actual production shall not exceed the tolerances specified for the JMF limits. Regardless of such tolerances, any adjusted JMF gradation shall be within the design master range for the mixture specif ied. The JMF asphalt content may only be reduced if the production VMA meets or exceeds the minimum design VMA requirements for the mixture being produced.

401.02.5 8--Actions and Adjustments. Based on the process control test results for any

property in question, the following actions shall be taken or adjustments made when appropriate:

401.02.6 2) exceed these limits, the pay factor provided in Subsection

401.02.6 3 will apply for the quantity of ma terial represented by the test(s).

401.02.6 Standard s of Acceptance .

401.02.6 1--General. Acceptance for mixture quality (VMA and total voids @ N

Design, gradation, and asphalt content) will be based on random samples tested in accordance with the latest edition of MDOT’s Field Manual for HMA. Pavement densities and smoothness will be accepted by lots as set ou t in Subsections 401.02 .6.4 and 401 .02.6.8.

401.02.6 2--Assurance Progr am for Mixture Quality. The Engineer will conduct a

quality assurance program. The quality assurance program will be accomplished as follows:

401.02.6 3--Acceptance Pro cedure for Mixture Quality . All obviously defective

material or mixture will be subject to rejection by the Engineer. Such defective material or mixture shall not be incorporated into the finished work. If the defective material has already been placed in the work, the mate rial shall be removed and replaced at no additional cost to the State. The Engineer will base final acceptance of the asphalt mixture production on the results of the Contractor's testing for total voids and VMA @ N Design, gradation, and asphalt content as verified by the Engineer in the manner hereinbefore described and the uniformity and condition of the completed pavement. Areas of pavement that exhibit non-uniformity or failures, materials or construction related, such as but not limited to segregation, bleeding, shoving, rutting over ⅛”, raveling, slippage, or cracking will not be accepted. Such areas will be removed and replaced at no additional cost to the State. Bituminous mixture placed prior to correction for deficiencies in VMA and total voids @ N Design, gradation, or asphalt content, as required in Subsection 401.02.5.8 and determined by the Engineer satisfactory to remain in place will be paid for in accordance with the following pay factors times the contract unit price per ton. Pay Factor for Mixture Quality * Item Produced in Warning Bands Produced Outside JMF Limits, Allowed to Remain in Place Gradation 0.90 0.75 Asphalt Content 0.85 0.75 Total Voids @ N Design 0.70 0.50 VMA @ N Design 0.90 0.75 * The minimum single payment will apply.

401.02.6 4--Acceptance Procedure for Density . Each completed lift will be accepted

with respect to compaction on a lot to lot basis from density tests performed by the Department. For normal production days, divide the production into approximately equal lots as shown in the following table. Wh en cores are being used for the compaction evaluation, randomly obt ain one core from each lot. Wh en the nuclear density gauge is being used for compaction evaluation, obtai n two random readings from each lot and average the results. See Chapter 7 of the latest edition of MDOT’s Field Manual for HMA for more details. Additional tests may be required by the Engineer to determine acceptance of work appearing deficient. The C ontractor shall furnish and maintain traffic control for all compaction evaluations, including coring, required in satisfying specified density requirements. Lot Determination Daily Production - Tons Number of Lots 0 - 300 1 301 - 600 2 601 - 1000 3 1001 - 1500 4 1501 - 2100 5 2101 - 2800 6 2801+ 7

401.02.6 4.1--Roadway Density. The density requirement for each completed lift on a

lot to lot basis from density tests performed by the Department shall be as follows:

401.02.6 3, will each apply separately. However, the combin ed pay factor shall not be

less than 0.50 for any mixture allowed to remain in place.

401.02.6 4.2--Trench Widening Density. The density for trench widening on a lot to lot

basis shall be determined from density tests performed by the Department using pavement samples (cores). When it is determined that the density for a trench widening lot is below 89.0 percent but not lower than 88.0 percent of maximum density, the Contractor will have the right to remove and replace the lot(s) not meeting th e specified density requirements in lieu of accepting reduced paymen t for the lot(s). When it is determined that the density for a trench widening lot is above 95.0 percent, the Engineer shall notify the Contractor who w ill make plant adjustments to resolve the problem. When it is determined that the density for a trench widening lot is below 88.0 percent, the lot(s), or portions thereof shall be removed and replaced in accordance with Chapter 7 of the latest edition of Department’s Field Manual for HMA at no additional cost to the State. A corrected lot will be retested for approval. No resampling will be performed when pavement samples are used for determining density. At any time the daily compaction (the total of the percent compaction for the lots produced in one day divided by the total number of lots for the day) does not meet 89.0 percent compaction or more for two consecutive days, the Contractor shall notify the Engineer of proposed changes to the compac tive effort. If the average daily compaction does not meet 89.0 percent compaction or more for a third consecutive day, the Contractor shall stop production until compacti on procedures are established to meet the specified density requirement. Each lot of trench widening work found not to meet the density requirement of 89.0 percent of maximum density may remain in place with a reduction in payment as set out in the following table: PAYMENT SCHEDULE FOR COMPACTION TRENCH WIDENING WORK Lot Density *** Pay Factor % of Maximum Density 1.00 89.0 and above 0.50 88.0 - 88.9 *** Any lot or portion thereof with a dens ity of less than 88.0 percent of maximum density shall be removed and replaced at no additional cost to the State. The compaction pay factors and mixture quality pay factor, as described in Subsection

401.02.6 3, will each apply separately. However, the combin ed pay factor shall not be

less than 0.50 for any mixture allowed to remain in place.

401.02.6 5--Blank.

401.02.6 6--Blank.

401.02.6 7--Surface Correction. Corrective work to sections exceeding short

continuous interval thresholds reported by Pr oVal, as described in Subsection 403.03.2.1, shall consist of diamond grinding in accordan ce with these specifications or methods approved by the Engineer . All surface areas corrected by gr inding shall be sealed with a sealant approved by the Engineer. 401.02.6.7.1--Diamond Grinding. Grinding of asphalt surfaces shall consist of diamond grinding the existing asphalt pavement surface to remove surface distortions to achieve the specified surface sm oothness requirements.

401.02.6 7.2--Equipment. The grinding equipment shall be a power driven, self-

propelled machine that is specifically designed to smooth and texture pavement surfaces with diamond blades. The effective wheel base of the machine shall not be less than 12.0 feet. It shall have a set of pivoting tandem bogey wheels at the front of the machine and the rear wheels shall be arranged to travel in the track of the fresh cut pavement. The center of the grinding head shall be no further than 3.0 feet forward from the center of the back wheels. The equipment shall be of a size that will cut or plane at least two feet (2’) wide. It shall also be of a shape and dimension that does not encroach on traffic movement outside of the work area. The equipment shall be capa ble of grinding the surface without causing spalls at joints, or other locations. 401.02.6.7.3--Construction. The construction operation shall be scheduled and proceed in a manner that produces a uniform finish surface. Grinding will be accomplished in a manner to provide positive lateral drainage by maintaining a constant cross-slope between grinding extremities in each lane. The operation shall result in pavement that conforms to the typical cross-section and the requirements specified in Subsection 401.02.6.7.4. It is the intent of this specification that the surface smoothness characteristics be within the limits specified. The Contractor shall establish positive means for removal of grinding residue. Solid residue shall be removed from pavement surf aces before it is blown by traffic action or wind. Residue shall not be permitted to flow across lanes used by public traffic or into gutters or drainage facilities, but may be allowed to flow into adjacent ditches.

401.02.6 7.4--Finished Pavement Surface. The grinding process shall produce a

pavement surface that is smooth and uniform in appearance with a longitudinal line type texture. The line type texture shall contain parallel longitudinal corrugations that present a narrow ridge corduroy type appearance. The peaks of the ridges shall not be more than 1/16 inch higher than the bottoms of the grooves. The finished pavement surface will be measured for riding quality. The grinding shall produce a riding surface that does not exceed either the specified profile index or the specified bump and dip limit.

401.02.6 8--Acceptance Pr ocedure for Pavement Smoothness Using Mean

Roughness Index (MRI). When compaction is completed, the lift shall have a uniform surface and be in reasonably close conformity with the line, grad e and cross section shown on the plans. The smoothness of the surface lift will be de termined by using an Inertial Profiling System (IPS) to measure and record roughness data in each designated location. Roughness data for each longitudinal profile will be reported as a Mean Roughness Index (MRI). MRI is calculated by averaging the International Roughness Index (IRI) values from the two individual wheelp ath profiles. The surface shall be tested and corrected to a smoothness index as described herein with the exception of those locations or specific projects that are excluded from smoothness testing with an IPS. The smoothness of the surface lift will be determ ined for traffic lanes, auxiliary lanes, climbing lane and two-way turn lanes. Areas excluded from a smoothness test with the IPS are acceleration and deceleration lanes, tape red sections, transition sections for width, shoulders, crossovers, ramps, side street returns, etc. The roadway pavement on bridge replacement projects having 1,000 feet or less of pavement on each side of the structure will be excluded from a smoothness test. Pavement on horizontal curves having a radius of less than 1,000 feet at the centerline and pavement within the super elevation transition of such curves are excluded from smoothness testing. Smoothness testing shall terminate 264 feet from each transverse joint that separates the pavement from a bridge deck, bridge approach slab or existing pavement not constructed under the contract. This shall apply to any other exceptions including, but not limited to, railroad crossings and manholes. Segments containing a considerable amount of encroachments such as intersections, manholes, curb and gutter sections, etc. may be excluded at the Project Engineer’s discretion. Initial smoothness measurements shall take place no more than 72 hours following placement of surface and must be performed at the posted speed limit or 50 miles per hour (±5 mile per hour), whichever is lower. This testing window may be waived for single lift (Category C) overlay proj ects at the Engineer’s discretion. This speed requirement will be waived for all lightweight profilers. Measurements will be made in both wheel paths of exterior and interior lanes. The wheel paths shall be designated as being located three feet (3’) and nine feet (9’) from centerline or longitudinal joint, respectively. Beginning and ending latitude and longitude coordinates shall be required on each smoothness surface test. Testing will also be required on sections that have been surface corrected. No smoothness testing shall be performed when th ere is moisture of any kind on the pavement surface. Any additional testing shall meet the requirements of Subsection 403.03.2. The surface lift will be accepted on a continuous interval basis for pavement smoothness. Continuous reporting is based upon all MRI values for a specified running interval. These values are averaged and presented at the midpoint of the specified running interval. The last 15 feet of a day's lift may not be obtainable until the lift is continued and for this reason may be included in the subsequent section. Areas of localized roughness exceeding the continuous 25-foot interval threshold described in Subsection 403.03.2.1 shall be corrected regardless of the 528-foot interval MRI value of the section. Surface correction by grinding shall be performed in accordance with Subsectio n 401.02.6.7. The Co ntractor shall also make other necessary surface corrections to ensure that the final m ean roughness index of the section meets the requirements of Subsection 403.03.2. Continuous sections exceeding the accepted long interval MRI value shall be corrected as specified in Subsection 403.03. 4. All such corrections shall be performed at no additional costs to the State. Scheduling and traffic control will be the responsibility of the Contractor with approval of the Engineer. All tests and corrections shall be in accordance with AASHTO R 54-10, Accepting Pavement Ride Quality When Measured Using Inertial Profiling Systems.

401.02.6 9--High Speed Inertial Profiling System.

401.02.6 9.1--General. The IPS, furnished and operat ed by the Contractor under the

supervision of the Engineer or the Engineer’s representative, shall be a dual laser high speed or lightweight vehicle meeting the requirements of AASHTO M 328-10, Standard Specification for Inertial Profiler.

401.02.6 9.2--Mechan ical Requirements. The IPS should function independent of

vehicle suspension and speed with an operational range of 15-70 mph (for high speed profilers only) and must collect data at a sample interval of no more than three inches (3”). All IPSs, operators, and combinations thereof shall be verified in accordance with AASHTO R 56-10, Standard Practice for Cer tification of Inertial Profiler Systems and AASHTO R 57-10, Operating Inertial Profiler Systems. 401.02.6.9.3--Computer Requirements. The computer measurement program must be menu driven, Windows compatible, and able to produce unfiltered profiler runs in any one of the following file formats: Univers ity of Michigan’s Transportation Research Institute’s (UMTRI) Engineering Research Di vision (*.erd) file, ProVAL’s Pavement Profile (*.ppf) file, or Ames Engineering’s (*.adf, *ard) file format. The computer shall have the ability to display and print data on site for verification and shall have the ability to save and transfer data via Universal Serial Bus (USB) flash drive, which shall be provided by the Contractor. All profiler runs must be named in the foll owing format for acceptance by the Project Engineer.  County_Route_Direction_Lane_BeginStation_EndStation In addition to manufacturers software; the latest version of FHWA’s ProVAL software shall be installed on the IPS computer. ProVAL software is available for free download at http://www.roadprofile.com.

401.02.7 Nuclear Mois ture-Density Gauge. The nuclear gauge unit used to monitor

density shall contain a full data processor which holds all calibration constants necessary to compute and directly display wet density, moisture, and dry density in pounds per cubic foot. The data processor shall compute and display the percent moisture and percent density based on dry weight.

401.03 Construction Requirements . The Department has adopted the “Hot-Mix

Asphalt Paving Handbook” as the guideline fo r acceptable asphalt construction practices.

401.03.1 Specific Requirements .

401.03.1 1--Weather Limitations - General . The mixture shall not be placed when

weather conditions prevent the proper handling and finishing or the surface on which it is to be placed is wet or frozen. When paving operations are disc ontinued because of rain, the mixture in transit shall be protected until the rain ceases. The surface on which the mixture is to be placed shall be swept to remove as much moisture as po ssible and the mixture may then be placed subject to removal and replacement at no ad ditional cost to the State if contract requirements are not met.

401.03.1 1.1--Weather Limitations For HMA. At the time of placement, the air and

pavement surface temperature limitations shall be equal to or exceed that specified in the following table. TEMPERATURE LIMITATIONS Compacted Thickness Temperature Less than 1½ inches 55°F 1½ inches to 2 inches 50°F 2¼ inches to 3 inches 45°F Greater than 3 inches 40°F

401.03.1 1.2--Weather Limitations For WMA. The air and pavement temperature at

the time of placement shall equal or exceed 40 ºF, regardless of comp acted lift thickness.

401.03.1 2--Tack Coat. Tack coat for asphalt mixtures shall be one from the

Department’s APL under the category “Non-tracking Tack for Asphalt Mixtures.” Tack coat shall be applied to previously place d asphalt and between lifts, unless otherwise directed by the Engineer. Tack coat shall be applied with a distributor spray bar. A hand wand will only be allowed for applying tack coat on ramp pads, irregular shoulder areas, median crossovers, turnouts, or other irregular areas. Application rate for tack coat shall be 0.05 to 0.10 gallons per square yard. Emulsified asphalt used for tack coat shall not be diluted. Construction requirements shall be in accordance with Subs ection 407.03 of the Standard Specifications.

401.03.1 3--Blank .

401.03.1 4--Density . The lot density for all dense graded pavement lifts, except as

provided below for preleveling, wedging [less than fifty percent (50%) of width greater than minimum lift thickness], ramp pads, irregular shoulder areas, median crossovers, turnouts, or other areas where the established rolling pattern cannot be performed, shall not be less than the specified percent (92.0% or 93.0%) of the maximum density based on AASHTO T 209 for the day’s production. If a job-mix formula adjustment is made during the day that affects the maximum specific gravity, calculate a new average maximum density for the lot(s) placed after the change. Pavement core samples obtained for determining density that has a thickness less than two times the maximum size aggregate permitted by the job-mix formula will not be used as a representative sample. Preleveling, wedging (less than fifty percent of width greater than minimum lift thickness), ramp pads, irregular shoulder areas, median crossovers, turnouts, and other areas where an established rolling pattern cannot be obtained shall be compacted to refusal densification.

401.03.2 Bituminous Mixing Plants .

401.03.2 1--Plant Requirements .

401.03.2 1.1--Cold Aggregate Storage . The cold storage for hydrated lime shall be a

separate bulk storage bin with a vane feeder or other approved feeder system that can readily be calibrated. The system sha ll provide a means for easy sampling of the hydrated lime additive and verifying the quantity of lime dispensed. The feeder system shall require a totalizer. The hydrated lime additive equipment shall be interlocked and synchronized with the cold feed controls to operate concurrently with the cold feed operation that will automatically adjust th e hydrated lime feed to variations in the cold aggregate feed. A positive signal system shall be installed that will automatically shut the plant down when malfunctions cause an improper supply of hydrated lime or water. The plant shall not operate unle ss the entire hydrated lime syst em is functioning properly.

401.03.2 1.2--Cold Aggregate Feed . The hydrated lime shall be dispensed dry or as a

slurry directly onto the composite aggregate between the cold feed and the dryer. The slurry shall consist of 1 part hydrated lime to 3 parts water. When hydrated lime is introduced dry, a spray bar or other approved system capable of spraying all aggregate with water shall be installed in order to maintain all aggregate at the moisture condition set out in Subsection 401.02.3.1 prior to addition of the hydrated lime. An alternate system for spraying the coarse aggregate stockpiles may be allowed when approved by the Engineer. The approved equipment and methods shall consistently maintain the aggregate in a uniform, surface wet condition. The moisture content of the aggregate-hydrated lime mixture, following spraying and mixing, shall be introduced into the automatic moisture controls of the plant. The aggregate-hydrated lime mixture shall be uniformly blended by some mechanical means such as a motorized "on the belt" mixer or pug mill located between the cold feed and the dryer. Other mixing devices may be used subject to approval by the Engineer. A maximum of forty five (45) percent of the total aggregate blend may be fed through any single cold feed bin. If the JMF calls for more than forty five (45) percent of a specific aggregate, that aggregat e must be fed through two (2) or more separate cold feed bins.

401.03.2 1.3--Dryer . The efficiency of drying aggregates shall be such that the moisture

content of the top asphalt mixture shall not ex ceed 0.50 percent by weight of the total mixture, and the moisture content of all the underlying mixtures shall not exceed 0.75 percent by weight of the total mixture being produced.

401.03.2 1.4--Blank .

401.03.2 1.5--Control of Bituminous Material and Antistripping Agent . Specified

bituminous materials from different manufacturers or from different refineries of a single manufacturer shall not be mixed in the plant's asphalt cement supply system storage tank and used in the work without prior written approval of the Engineer. Approval is contingent upon the Engineer's receipt of three copies of the manufacturer's certified test report(s) from the Contractor showing that the bituminous material blend conforms to the specifications. A satisfactory method of weighing or metering shall be provided to ensure the specified quantity of bituminous material. Provisions shall be provided fo r checking the quantity or rate of flow. Weighing or metering devices shall be accurate within plus or minus one- half percent. The antistripping agent shall be injected into the bituminous material immediately prior to the mixing operation with an approved in-line injector system capable of being calibrated so as to ensure the prescribed dosage. An in-line spigot for sampling of asphalt shall be located between the asphalt storage tank and the antistripping agent in-line injector.

401.03.2 1.6--Thermo metric Equipment . An armored thermometer of adequate range

and calibrated in 5°F increments shall be fixed at a suitable location in the bituminous line near the charging valve of the mixer unit. The plant shall be equipped with an approved dial-scale, mercury-actuated thermometer, pyrometer or other approved thermometric inst rument placed at the discharge chute of the plant to measure the temperature of the material. When the temperature control is unsatisfactory, the Engineer may require an approved temperature-recording apparatus for better regulation of the temperature.

401.03.2 1.7--Screens. A scalping screen shall be used.

401.03.2 1.8--Dust Collector . The plant shall be equipped with a dust collector

constructed to waste or return collected materi al. When collected material is returned, it shall be returned through a controlling device that will provide a uniform flow of material into the aggregate mixture.

401.03.2 1.9--Safety Requirements . A platform or other suitable device shall be

provided so the Engineer will have access to the truck bodies for sampling and mixture temperature data.

401.03.2 1.10--Blank .

401.03.2 1.11--Truck Scales . The specifications, tolerances and regulations for

commercial weighing and measuring devices as recommended by the National Bureau of Standards [National Institute of Standard s and Technology (NIST) Handbook 44] shall govern truck scales used in the State of Mississippi, except weighing devices with a capacity of ten thousand (10,000) pounds or more used to weigh road construction materials (i.e. sand, gravel, asphalt, fill dirt, topsoil and concrete) shall have a tolerance of one-half of one percent (1/2 of 1%) in lieu of the requirements of Handbook 44 and shall be regulated by the Department. Scales shall be checked and certified by a scale company certified in heavy truck weights by the MDAC. In the case of scales used for measurement of materials on Department projects, certification shall be performed in the presence of an auth orized representative of the Department or a copy of the certification may be furnished for scales that have been checked and certified within the last six months for use on other Department projects and are still in the position where previously tested. Scales that have not been checked and certified under NIST Handbook 44 guidelines, except for the herein modified tolerances allowed, shall be so checked and certified prior to use for measurement of materials on Department projects. Tests shall be continued on six month intervals with the test conducted in the pres ence of an authorized representative of the Department. Truck scales shall be accurate to one-half of one percent of the applied load, shall be sensitive to 20 pounds, and shall have a graduation of not more than 20 pounds. The Contractor may use an el ectronic weighing system approved by the Engineer in lieu of truck scales. The system shall be equipped with an automatic print out system that will print a ticket for each load with the following information: MDOT, Contractor’s name, project number, county, ticket number, load number, pay item number, item description of the material delivered, date, time of day, haul vehicle number, gross weight, tare weight , net weight and total daily net weight. When approved by the Engineer and material s are measured directly from a storage bin equipped with load cells, exceptions may be made to the gross and tare weight requirements. The ticket shall also have a place for recordin g the temperature of asphalt mixtures, if applicable, and the signatures of the Department’s plant and roadway inspectors. The load numbers for each project shall begin with load number one (1) for the first load of the day and shall be numbered consecutively without a break until th e last load of the day. The Contractor shall provide the Depart ment with an original and one copy of each ticket. When the ticket information prov ided by the Contractor proves to be unsatisfactory, the Department will use imprinter(s) and imprinter tickets to record load information. All recorded weights shall be in pounds and shall be accurate to within one- half of one percent of the true weight, and the system shall be sensitive to 20 pounds. The Engineer may require random loads to be checked on certified platform scales at no cost to the Department. If the electroni c scales are found to be inaccurate, a re- certification of the scales shall be performed before the Contractor can continue use of the scales. When an electronic weighing system utilizes th e plant scales of a batch plant, the system may be used only in conjunction with a fully automatic batching and control system.

401.03.2 2--Additional Requ irements for Batching Plants .

401.03.2 2.1--Plant Scales. The plant batch scale weight shall not exceed the platform

scale weight by more than one percent (1.0%).

401.03.2 3--Additional Requi rements for Drum Mixing Plants .

401.03.2 3.1--Plant Controls . The plant shall be operated with all the automatic controls

as designed and provided by the plant manufacturer. If the automatic controls malfunction, brief periods of manual operations to complete the day’s work or to protect the work already placed may be conducted with the approval of the Engineer. During manual operation, the Contractor must continue to produce a uniform mixture meeting all contract requirements.

401.03.2 3.2--Aggregate Handling and Proportioning . A screening unit shall be

placed between the bins and the mixer to rem ove oversized aggregate, roots, clayballs, etc.

401.03.2 4--Surge or Storage Bins . Surge and/or storage systems may be used at the

option of the Contractor provided each system is approved by the Department prior to use. Surge bins shall be emptied at the end of each day's operation. Storage silos may be used to store mixtures as follows: 19-mm & 25-mm mixtures ......................................................................... 24 hours 9.5-mm & 12.5-mm mixtures ..................................................................... 36 hours The storage silos must be well sealed, completely heated and very well insulated. The mixture when removed from the storage silo shall be tested to ensure that it meets all the same specifications and requirements as the mixture delivered directly to the paving site. See Subsection 401.02.5.3, subparagraph (i) for sampling and testing requirements.

401.03.3 Hauling Equipment . The inside surfaces of each vehicle bed shall be coated

with a light application of water and thin oil, soap solution, lime water solution or other approved material to prevent the mixture from sticking. Diesel fuel or gasoline shall not be used to lubricate vehicle beds. Truck beds shall be raised to drain excessive lubricants before placing mixture in the bed. An excess of lubricant will not be permitted.

401.03.4 Asphalt Mixture Pavers . The screed shall be capable of vibrating and heating

the full width of the mixture being placed and shall lay the lift with an automatic control device to the specified slope and grade without tearing, pulling or gouging the mixture surface. Rigid screed and auger extensions sh ould be used when the width of the screed is not adequate to pave a full lane width or full paved width (lane width plus shoulder width). Typically, the end of the auger extension should extend to approximately 18 inches or less from the end plate to en sure uniform mixture placement. Strike-off extensions should be avoided wherever possible but may be used for items such as driveway/mailbox turnouts or intersections in which frequent variations in pavement width are encountered.

401.03.5 Rollers . All rollers shall be self-propelled units capable of maintaining a

smooth and uniform forward and reverse speed as required for proper compaction. They shall be equipped with adjustable scrapers, water tanks, mats and a device for wetting the wheels or tires to prevent the mixture from sticking. Adhesion of the mixture to the rollers will not be permitted. The use of diesel fuel or gasoline for cleaning roller wheels or tires or to aid in preventing the mixture from sticking to the wheels or tires is prohibited. All rollers shall be in good mechanical cond ition, free from leaking fuels and lubricants, loose link motion, faulty steering mechanism, worn king bolts and bearings. They shall be operational at slow speeds to avoid di splacement of the mixture and capable of reversing direction smoothly and without backlash.

401.03.6 Preparation of Grade . The foundation upon which asphalt pavement is to be

placed shall be prepared in accordance with the ap plicable Section of the Standard Specification. Unless otherwise directed, tack coat shall be applied to the underlying surface on which the mixture is to be placed. Emulsions, if used, must be allowed to "break" prior to placement of the bituminous mixture. Bituminous mixture shall not be placed agains t the edge of pavements, curbs, gutters, manholes and other structures until these edges located adjacent to the asphalt layer to be placed are sprayed with a thin uniform tack co ating. The tack coat shall be protected until the mixture has been placed. Existing asphalt pavements that require preliminary leveling or patching in advance of placing the bituminous mixture shall be sprayed with a tack coat material and then brought as nearly as practicable to uniform gr ade and cross section. The material shall be placed by hand or machine in one or more compacted layers approximately two (2) inches or less in compacted thickness.

401.03.7 Blank .

401.03.8 Preparation of Mixture .

401.03.8 1--Preparation of Mixture For HMA. The temperature of the mixture, when

discharged from the mixer, shall not exceed 340°F.

401.03.8 2--Preparation of Mixture For WMA. Warm mix asphalt is defined as a plant

produced asphalt mixture that can be produced and constructed at lower temperatures than typical hot mix asphalt. Typical te mperature ranges of non-polymer modified, WMA produced by foaming the asphalt binder at the plant are typically 270ºF to 295ºF at the point of discharge of the plant. Typical temperature ranges of polymer modified, WMA produced by foaming the asphalt binder at the plant are typically 280ºF to 305ºF at the point of discharge of the plant. WMA produced by addition of a terminal blended additive may allow the producer to reduce the temperatures below 270ºF as long as all mixture quality and field density requirements are met. Production temperatures at the plant may need to be increased or decreased due to factors such as material characteristics, environmental conditions, and haul time to achieve mixture temperatures at the time of compaction in which uniform mat density can be achieved.

401.03.9 Material Transfer Equipment. Excluding the areas mentioned below, the

material transferred from the hauling unit when placing the top lift, or the top two (2) lifts of a multi-lift asphalt pavement with density requirements, shall be remixed prior to being placed in the paver hopper or insert by using an approved Materials Transfer Device. Information on approved devices can be obtained from the State Construction Engineer. Areas excluded from this requirement include: leveling courses, temporary work of short duration, detours, bridge replacement projects having less than 1,000 feet of pavement on each side of the structure, acceleration and deceleration lanes less than 1,000 feet in length, tapered sections, transition sections for width, shoulders less than 10 feet in width, crossovers, ramps, side street returns and other areas designated by the Engineer.

401.03.10 Spreading and Finishing. Grade control for asphalt pavements shall be established by stringline at leas t 500 feet ahead of spreading, unless placement is adjacent

to curb and gutter, concrete pavement, or other allowed grade control. The mixture shall be spread to the depth and width that will provide the specified compacted thickness, line, grade and cross sec tion. Placing of the mixture shall be as continuous as possible. On areas wher e mechanical spreading and finishing is impracticable, the mixture may be spread, raked and luted by hand tools. Immediately after screeding and prior to comp action, the surface shall be checked by the Contractor and irregularities adjusted. When the edge is feathered as in a wedge lift, it may be sealed by rolling. Irregularities in alignment and grade along the edges shall be corrected before the edges are rolled. Hauling, spreading and finishing equipment shall be furnished that is capable of and operated in such a manner that the rolling operation will satisfactorily correct any surface blemishes. The longitudinal joint in the subsequent lift shall offset that in the underlying lift by approximately six (6) inches. However, the joint in the top lift shall be at the centerline or lane line.

401.03.11 Compaction . After the mixture has been spread and surface irregularities

corrected, it shall be thoroughly and uniformly compacted to the required line, grade, cross section and density.

401.03.12 Joints . Joints between previously pl aced pavement and pavement being

placed shall be so formed as to en sure thorough and continuous bond. Transverse construction joints shall be formed by cutting the previously placed mixture to expose the full depth of the lift. The contact surface of transverse joints and longitudinal joints , except hot joints, shall be sprayed with a thin uniform tack coating before additional mixture is placed against the previously placed material. Longitudinal joints shall be formed by overlapping the screed on the previously placed material for a width of at least one (1) inch and depositing the quantity of mixture to form a smooth, tight joint. Joint Sealant. When a pay item for 403-S, Joint Sealant, is included in the contract, the contact surface of transverse joints and long itudinal joints in the surface lift, except hot joints, shall be sealed by spraying the joint prior to placement of additional asphalt against the previously placed material. Joint sealant shall be an approved sealant listed on the Department’s APL. Manufacture’s recommendations shall be followed if the material needs to be re-heated, and when placing the thin, uniform coat. Prior to application of the sealant, the face of the joint shall be thoroughly dry and free from dust or any other material that would prevent proper sealing. All joints shall be swept or blown free of loose material, dirt, vegetation, and other debris by means of compressed air or a power sweeper. Truck and vehicle traffic shall not drive across a sealed joint until it has dried sufficient to prevent damage from tracking. The Contractor shall furnish the Engineer th ree copies of the manufacturer’s certification stating that the material used meets the requirement of the specifications.

401.03.13 Pavement Samples . The Contractor shall cut samples from each lift of

asphalt at the time and locations designated by the Engineer. The samples shall be taken for the full depth of each lift and shall be of a size approved by the Engineer but not to exceed 120 square inches. Tools used for cu tting or coring of samples shall be of the revolving blade type such as saw or core drill. Cores shall be taken using a 4.0 to 6.0- inch inside diameter coring bit. The sample hole shall be filled, compacted and finished by the Contractor to conform to the surrounding area. No additional compensation will be allowed for furnishing samples and repairing the areas with new pavement.

401.03.14 Shoulder Wedge . The Contractor shall attach a device to the screed of the

paver that confines the material at the end gate and extrudes the asphalt material in such a way that results in a compacted wedge sh ape pavement edge of approximately 30 degrees, but not steeper than 35 degrees. The device shall ma intain contact between itself and the road shoulder surface and allow fo r automatic transition to cross roads, driveways, and obstructions. The device sha ll be used to constrain the asphalt head reducing the area by 10% to 15% increasing the density of the extruded profile. Conventional single plate strike off shall not be used. Short sections of handwork will be allowed wh en necessary for transitions and turnouts, or otherwise authorized by the Engineer. Information on approved devices can be obtained from the State Construction Engineer. If the Contractor has a similar device they want to get approved, the Contractor shall provide proof that the device has been used on previous projects with acceptable results, or construct a test section prior to the beginning of work and demonstrate wedge compaction to the satisfaction of the State Construction Engineer. SECTION 402 - OPEN GRADED FRICTION COURSE

402.01 Description . These specifications include general requirements that are

applicable to Open Graded Friction Course (OGFC). This work consists of the construction of one lift of OGFC in accordance with these specifications and the specific requirements fo r the mixture to be produced and placed in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer.

402.01.1 Definitions.

Maximum Sieve Size - Maximum sieve size is the sm allest sieve size at which 100 percent of the aggregate passes. Nominal Maximum Sieve Size - The nominal maximum sieve size is one sieve size larger than the first sieve to retain more than 10 percent of the aggregate. Mechanically Fractured Face - An angular, rough, or broken surface of an aggregate particle created by crushing as determined by ASTM D 5821. Break Point Sieve – The sieve size which separates the coarse and fine aggregate fractions of an OGFC mixture.