- 306 - SECTION 502 -- ASPHALTIC CONCRETE PAVEMENT SMOOTHNESS
502.01 General
1.This Specification establishe s a standard for evaluating asphaltic concrete pavement smoothness, and acce ptance parameters. The intent of the specification is to produce a finish ed asphaltic concrete pavement driving surface with an International Rou ghness Index (IRI) no greater than 68 inches per mile. Pavement smoothness will be evaluated as described in this section.
2.When the pay item "Asphalt Pavement Smoothness Testing I/D" is included in the contract, all the re quirements of the following sections including the incentive/disincen tive provisions shall apply.
3.When the pay item "Asphalt Pavement Smoothness Testing" is included in the contract, the incentive/ disincentive provisions of this section do not apply, but the smoothness testing, evaluation, and pavement surface correction shall be performed as described in this provision.
4.When the contract contains no item for smoothness testing, the asphaltic concrete pavement shall be evaluated in accordance with Paragraph 11 of Subsection 503.04.
502.02 Equipment
1.The Contractor shall furnish a non-contact inertial pavement profiler that meets the requirem ents of ASTM Standard E 950, verified by the manufacturer. The profiler must be appr oved by the Nebraska Department of Transportation as specified in Subsection 502.03.
2.The non-contact profiler may be a lightweight version or a high speed version.
3.The non-contact profiler shal l be equipped with a computerized system that will record, analyze, print and electronically transfer the test data. The profiler shall be equipped with a guide bar.
4.The non-contact profiler shall produce a printed pavement profile report. The report shall include the following information:
a.Project number
b.Test date c. Traffic lane d. Test direction e. Test path f. Pass number (1 for initial test; 2, 3, etc. for repeat runs) g. Operator's name
h.Project stations
i.Data filter values j. IRI values fo r each test section
k.Bump locations for each test section, as determined by California profilograph emulation. Asphaltic Concrete Pavement Smoothness 502.03 - 307 - 5. The non-contact profiler must also produce and print profilograph emulation results that are consistent with results that would be obtained using a Department-approved California- style profilograph. The profilograph emulation shall be used to determine the locations of correctable bumps and/or dips, as specified in Paragra phs 1.b and 1.c of Subsection 502.05.
6.Diamond grinding equipment used for surface correction shall be power driven, self-propelled units specif ically designed to grind and texture pavements. The cutting head shall be at least 36 inches (0.9 m) wide and consist of many diamond blades with spacers. The Engineer may approve other profile correction grinding equipm ent that can demonstrate on-site the ability to produce acceptable final smoothness and texture of CSP-2 or better using the International Concrete Repair Institute’s Concrete Surface Profile rating system.
502.03 Certification and Independent Assurance Testing
1.The Department shall calibrate and certify the Contractor's non-contact profiler annually at a test site established by the Department.
a.The non-contact profiler shal l be inspected for compliance with general equipment requirements, incl uding data analysis system, guidance system, and overall condition.
b.The non-contact profiler shall be calibrated for distance measurement by moving it over the described path of a premeasured test distance to determine its distance calibration factor.
c.The non-contact profiler shall be checked for vertical measurement accuracy by performing the height measurement calibration procedure in Section 6 of AASHTO R56, Certification of Inertial Profiling Systems.
d.The non-contact profiler shall be checked for overall performance by driving it over t he described path of a pre-measured pavement test section at it s normal operating speed.
e.Distance measurement indica ted by the non-contact profiler shall be within 0.2% tolerance of t he actual pre-measured test section distance. To ensure accurate distance measurement during test runs, the air pressure of the distance measurement tire must always be maintained at the same level used for calibration.
f.The IRI reported by the non-contact profiler for the test section shall be within 10.0% tolerance of the IRI reported by a Nebraska Department of Roads non-contact pr ofiler for the same test section.
g.A dated and signed decal will be placed on the non-contact profiler to certify its acceptability fo r use on Nebraska Department of Roads pavement construction projects. The cert ification expires one year from its issue date.
2.The Department will certify t he Contractor's non- contact profiler operator at least every 5 (five) year s. The operator may be certified by presenting certification from another State Highway Agency or by completing certification training conducted by the Nebraska Department of Transportation.
502.03 Asphaltic Concrete Pavement Smoothness
- 308 - 3. The Department will schedule and perform Independent Assurance tests for the Contractor's non-contac t profilers and operators at least once per construction season. Independent Assurance testing shall be conducted at a randomly selected time on an active construction project. The criteria for the test will be similar to t hose used for certification.
502.04 Profile Test Procedures
1.The Contractor shall per form all pavement smoothness specification tests except the 10-foot (3 m) straight edge testing as shown in Paragraph 15 of this Subsection.
2.The Engineer shall furnish a report form to the Contractor identifying all required test sections.
a.The pavement surface shall be divided into lane-width segments that end at a bridge, railroad crossing, or other designated termini.
b.The lane-width segments shall be further divided into individual 528 feet long test sections in the directio n of project stationing. The last test section in a segment is us ually shorter than 528 feet.
c.If a test section is less than 300 feet long, it shall be combined with the preceding 528 feet long test section for analysis.
3.The Contractor's certified non-contact profiler operator shall perform smoothness specification test s in the Engineer's presence. Smoothness testing shall be performed during normal daylight working hours unless otherwise approved by the Engineer.
4.The asphaltic concrete pave ment surface temperature shall be 150 degrees F (65 degrees C) or lower when smoothness tests are performed.
5.The non-contact profiler oper ator shall perform pavement smoothness measurements in both wheel pa ths defined as 3 feet and 9 feet from the center line or lane line for all driving lanes, and shall be performed in the direction of traffic, as directed by the Engineer, including climbing and fly-by lanes. Average the two wheel path profile indexes for each segment.
6.The Contractor shall remove all objects and foreign material from the pavement surface before testing, including any extra run-in and run-out lengths required for the non-contact profiler. Unless adequate traffic and personnel control is provided by the Cont ractor, the non-contact profiler must not be operated in active construction zones congested with construction equipment and/or personnel.
7.The non-contact profiler operator shall guide the profiler along the specified wheel path of each traffic lane at a constant speed and directional path throughout the length of pavement being tested. The speed of the non- contact profiler must be within the speed range recommended by the manufacturer. Sudden changes in spee d or direction during a test run will disqualify that test, and a new test must be performed.
8.A lateral location indicator shall be used to align the non-contact profiler in the required test path durin g testing. Pavement edges, longitudinal joints, or longitudinal pavement markings may be used as reference lines.
9.Before testing, the non-cont act profiler operator shall perform routine check procedures of the me asurement system as recommended by Asphaltic Concrete Pavement Smoothness 502.04 - 309 - the manufacturer. To ensure consistent distance measurement, the operator shall also check and adjust the distance recording wheel tire pressure several times a day.
10.All station references on the non-contact profiler reports shall be actual project stations. Stations s hall be accurately noted on any printed profiles at least every 200 feet. T he distance measured by the non-contact profiler shall compare within 0.2% of the actual distance tested, as determined using project stationing, for all testing and retesting runs. Test runs that do not compare within 0.2% wi ll disqualify that te st. New tests shall be performed for all disqualified tests, following calibration of the distance measuring system.
11.Immediately after completion of the tests, the non-contact profiler operator and the Engineer shall sign any printed reports and profiles to verify their authenticity. The signed prints then become the property of the Department. Upon completion of the project, the data files shall be given to the Engineer in the latest versi on of ProVAL-compatible data file.
12.The verification testing may be performed on at least 10% of the lane miles of pavement surface, with a non-contact profiler owned by the Department. This verification testing will be performed in conjunction with the Contractors profile testing. The Contractors IRI results shall be within 10% of the Departments IRI results.
13.If the verification test, Indepen dent Assurance tests, or other observations indicate that the Contractor 's procedures and/or results are not acceptable or accurate, the Engineer ma y do any or all of the following:
a.Require the Contractor to ca librate the non-cont act profiler and re-run the tests on some or all previous projects in the current construction season.
b.Disqualify the Contractor ’s equipment and/or operator.
c.Perform the tests for part, or all, of the project with a non- contact profiler owned by the De partment, and charge the Contractor $500.00 per lane mile for all testing performed by the Department.
14.The following areas of pavement shall be excluded from the IRI requirements, unless otherwise specified in the contract.
a.Detour pavement, crossovers and paved shoulders. b. Pavement within 50 feet of a transverse joint that separates the pavement from an approach slab to a bridge deck or existing pavement not constructed or overlay ed under the contract.
c.Pavement for truck weigh stations or rest areas, acceleration/deceleration lanes, and interchange ramps and loops.
d.Pavement within 50 feet of railroad crossings and associated transitions.
e.Pavement with a posted spe ed limit of 45 miles per hour or less.
f.Pavement where the Engineer requires the Contractor to open an area prematurely to cross traffic at intersections and driveways.
g.Pavement less than 9 (nine) feet in width.
502.04 Asphaltic Concrete Pavement Smoothness
- 310 - h. Additional exceptions shown on the summary sheet in the plans.
15.Excluded pavement sections shall be measured for bumps and dips with either a profilograph, non-contact pr ofiler or a 10 foot straight edge. If the profilograph or non-c ontact profiler is used, the deviation shall not exceed 0.40 inch in a 25 ft span. T he deviation of the surface shall not exceed 1/8 inch if a 10-f oot straightedge is used.
16.The Contractor shall complete all surface profile testing within 7 (seven) calendar days or 5 (five) working days (whichever is later) following the completion of the mainline pavement. In addition, the following shall apply:
a.The initial (uncorrected) surfac e of all top-lift asphaltic concrete pavement sections shall be profile tested within 2 (two) working days of being placed.
b.The surface of all asphaltic concrete pavement sections that receive corrective work shall be profile tested within 2 (two) working days of the completion of this work.
c.The Contractor shall notify the Engineer of their intent to perform profile testing at least 2 (two) ca lendar days prior to the testing (or as mutually agreed) to allow the Engineer to be present at the time of the testing.
d.The Contractor shall allow the Engineer to witness all aspects of the profile testing, including trave ling in the profiler conveyance vehicle.
e.The profile test results shall be provided to the Engineer immediately after comple tion of the testing.
502.05 Evaluation
1.The Contractor shall dete rmine an IRI and the number of correctable bumps and dips for each test section, record the information on the report form, and provide a copy of the report to the Engineer.
a.The IRI shall be calculated by the non-contact profiler software using the quarter-car simulation. IRI shal l be reported in units of inches per mile.
b.Correctable bumps shall be separately identified by the non- contact profiler software in a summary report using the California profilograph emulation. Bumps will appear as high points on the printed profile, and correspond to high point s on the pavement surface. Correctable bumps are vertical deviations on th e pavement surface that exceed 0.40 inch in height above a base line span of 25 feet.
c.Correctable dips shall be separately identified by the non- contact profiler software in a summary report using the California profilograph emulation. Dips will appear as low points on the printed profile, and correspond to low points on the pave ment surface. Correctable dips are vertical deviations on the pavement surf ace that exceed 0.40 inch in depth below a base line span of 25 feet. Asphaltic Concrete Pavement Smoothness 502.06 - 311 - 502.06 -- Pavement Surface Correction
1.The Contractor shall locate and perform all required pavement surface corrective work, with the approval of, and in the presence of, the Engineer.
2.Corrective work may be required for any bump, dip, or a combination of bumps and dips or other roughness that, in the opinion of the Engineer, produces an objectionable ride. Corrective work shall be accomplished at no cost to the Department.
a.When the initial IRI of a test section is 96 in/mi or less, bump and dip correction is the only corrective work allowed for that section.
b.When the IRI of a test sect ion exceeds 96 in/mi, corrective work shall be performed.
c.The Contractor shall rete st all corrected test sections.
3.All bumps, as defined in Paragr aph 15 of Subsection 502.04, and Paragraph 1.b of Subsection 502.05, and all test sections with an IRI exceeding 96 in/mi shall be corrected by diamond grinding.
a.Bumps shall be considered corrected when they are at or below the 0.40 inch maximum height.
b.Sections with an IRI exceeding 96 in/mi shall be considered corrected when the IRI for that secti on has been reduced to a value of 96 in/mi or less.
4.All dips, as defined in Para graph 15 of Subsection 502.04, and Paragraph 1.c of Subsection 502.05, sha ll be corrected until they are at or below the 0.40 inch (10 mm) maximum d epth. All dips shall be corrected by diamond grinding on either or both sides of the dip.
5.Pavement surface correction by diamond grinding shall be limited so that newly placed asphaltic materials are not reduced in thickness to less than the required plan thickness minus 1/4 inch. In the event that (a) bumps,
b.dips, or (c) test sections exceeding 96 in/mi cannot be corrected by diamond grinding to the specified limits without violating thickness criteria, the Contractor shall have the following options that will be subject to the approval of the Engineer.
a.Remove and replace a sufficient length of the surface layer to correct the deficiency, under the following conditions:
1.The Contractor shall furnish replacement material that meets the original specificatio ns for the material removed.
2.Removal and replacement shall be for the full lane width.
3.The thickness of the replacement asphaltic materials shall be a minimum of 3 (three) times the nom inal aggregate size of the asphaltic concrete mixture.
b.A combination of diamond grinding and removal and replacement methods.
c.Elect to leave in place an uncorrected or partially corrected bump, dip, or test section exceeding an IRI of 96 in/mi, for a monetary deduction in accordance with Subsection 502.09.
502.07 Asphaltic Concrete Pavement Smoothness
- 312 - 502.07 -- Traffic Control
1.The Contractor shall provide all traffic control for smoothness testing and corrective work at no cost to the Department.
502.08 Method of Measurement
1."Asphalt Pavement Smoothness Testing I/D" and "Asphalt Pavement Smoothness Testing" shall be measured on a lump sum basis.
2.a. When the pay item "Aspha lt Pavement Smoothness Testing I/D" is included in the contract, the unit price of the accepted quantity of asphaltic concrete of each non-contact profiler test section shall be adjusted according to the schedule in Table 502. 01, subject to the limitations in Paragraphs 3 and 4 of this Subsection. Pavement sections excluded from this smoothness specification sha ll not qualify for incentive pay.
b.When the pay item "Asphalt Pavement Smoothness Testing" is included in the contract, the incent ive/disincentive provisions of this Subsection do not apply. Table 502.01 Payment Adjustment Schedule International Roughness Index (IRI) Inches Per Mile Percent of Contract Prices 0 to 37 107 Greater than 37 to 43 105 Greater than 43 to 49 103 Greater than 49 to 56 102 Greater than 56 to 68 100 Greater than 68 to 74 98 Greater than 74 to 80 96 Greater than 80 to 86 94 Greater than 86 to 93 92 Greater than 93 to 96 90 Greater than 96 Corrective Work Required
3.When the initial IRI of a test se ction is 96 in/mi or less, that value shall determine the percent of incent ive pay for the section, unless bump and dip correction performed in that se ction increases the percent of pay.
4.When the initial IRI of a test section is greater than 96 in/mi, corrective work performed in that sect ion may increase the percent of pay up to the 100% level indicated in Table 502.01.
502.09 Basis of Payment
1.When the pay item “Asphalt Pavement Smoothness Testing I/D” is included in the contract, the overall smoothness pay factor for the Quality Incentive/Disincentive for the accepted q uantity of asphaltic concrete shall be determined according to the formula in Table 502.02. This pay factor shall be used in the cumulative pay factor determination as calculated on NDOR provided Quality Incentive/Disinc entive software for the project’s Lump Sum final pay calculation. Asphaltic Concrete Pavement Smoothness 502.09 - 313 - Table 502.02 Pay Factor Formula PF = A(1.07) + B+(1.05) + C(1.03) + D( 1.02) + E(1.00) + F(0.98) + G(0.96) + H(0.94) + I(0.92) + J(0.90) A + B + C + D + E + F + G + H + I + J Where: A = Length of pavement with an IRI of 0 to 37 in/mi B = Length of pavement with an IRI greater than 37 to 43 in/mi C = Length of pavement with an IR I greater than 43 to 49 in/mi D = Length of pavement with an IR I greater than 49 to 56 in/mi E = Length of pavement with an IRI greater than 56 to 68 in/mi F = Length of pavement with an IRI greater than 68 to 74 in/mi G = Length of pavement with an IR I greater than 74 to 80 in/mi H = Length of pavement with an IR I greater than 80 to 86 in/mi I = Length of pavement with an IRI greater than 86 to 93 in/mi J = Length of pavement with an IRI greater than 93 to 96 in/mi
2.a. The Contractor shall be assessed an additional $500.00 deduction for each of the following uncorrected or partially corrected smoothness irregularities that are left in place.
1.Bumps (2) Dips (3) Sections with an IRI value exceeding 96 in/mi, but less than 105 in/mi.
b.The Contractor shall be assessed an additional $1000.00 deduction for each uncorrected or partially corrected section with an IRI value of 105 in/mi or greater.
3.The work of Asphalt Pave ment Smoothness Testing I/D” and “Asphalt Pavement Smoothness Testing” shall be paid at the lump sum contract unit price. This price shall be full compensation for all materials, labor, and equipment to accomplish the smoothness testing as set forth in this Specification. - 314 - SECTION 503 -- ASPHALTIC CONCRETE
503.01 Description
1.This work shall consist of producing and placing asphaltic concrete as shown in the contract.
503.02 Material Requirements
1.Asphaltic concrete shall conform to the requirements in Section 1028.
2.Performance Graded Binder (PG Binder) shall be the type and grade specified in the contract and shall conform to the requirements in Section 1029.
3.The PG Binder used in the Stat e maintenance patching shall be the same type used in the asphaltic concre te mixture that is being produced at the time the patching material is procured.
503.03 Equipment
1.General Requirements:
a.The Contractor shall provid e plant calibration documentation.
b.Tank volume values shall be available at the plant.
2.Asphaltic Concrete Mixing Equipment:
a.General Requirements: (1) The equipment that is us ed for heating, proportioning, and mixing the aggregates and PG Binder shall be able to produce a uniform mixture.
2.The dryers shall be able to dry and heat all aggregates to the required temperatures with positiv e control. Aggregates shall be agitated continuously during the process of he ating. Damage to PG Binder in dryer- drum type mixing plants shall be avoided.
3.Recycled Asphalt Pavement shall not be exposed to open flame.
4.Continuous temperature and time readings of the asphaltic materials shall be electronically recorded whenever the plant is operated. A daily copy of the temperature reco rds shall be given to the Engineer. Temperature and time displays shall be easily accessible. Temperature and time sensors will be provided at the following locations:
i.Inside the asphaltic concrete mixture discharge chute. (ii) Inside the surge bin. (The Contractor may manually take and record the temperature. Readings will be taken every 2 hours when the plant is in operation.) (iii) Inside the PG Binder storage tank. (Readings shall be taken every 2 hours when the plant is in operation.)
5.(i) Equipment used for heating PG Binder shall conform to the requirements of Section 501. (ii) During storage, t he PG Binder temperature shall be maintained in accordance with binder supplier recommendations. All plants shall be equipped with a circulating system which is designed to assure proper and continuous circulation of the PG Binder during the operating
Source: Nebraska Standard Specifications for Highway Construction, 2017 Edition. Pages 340–347 of 1,048.