403Asphalt Pavements

403.01Description. This work consists of constructing one or more lifts of asphalt

pavement meeting the requirements of Section 401 on a prepared surface in accordance with the requirements of this section and in reasonably close conf ormity with the lines, grades, thicknesses, and typical cross sections shown on the plans or established by the Engineer. This work shall also include applicable in-grade preparation of the underlying course in accordance with Section 321. The Contractor must select one of the asphalt mixture processes (HMA or WMA) to be used on this project.

403.02Material Requirements. Materials and their use shall conform to the applicable

requirements of Subsection 401.02.

403.03Construction Requirements

.1--General. Construction requirements shall be as specified in Subsection

401.03, except as otherwise indicated in this section or applicable special provisions

.2--Smoothness Tolerances. Except as noted herein, the finished smoothness of

each lift shall conform to the designated grade and cr oss section within the following tolerances from grade stakes or other grade reference points set at 25-foot intervals: Lower* & Lower* Top Leveling Intermediate Intermediate Surface Lifts Lift Lift Lift Maximum deviation from grade and cross section at any point ........................................ 1/2" 3/8" 1/4" 1/4" Maximum deviation from A 10 foot straight edge ...................... 3/8" 1/4" 1/8" 1/8" 281 Section 403 Section 403 Note: Where more than four (4) lifts of asph alt are required, all lifts, excluding the top three (3) lifts, shall meet the requirements of the lower lift. * When tested longitudinally from a stringline located equidistant above points 50 feet apart, the distance from the stringline to the surface at any two points located 12½ feet apart shall not vary one from the other more than the maximum deviation allowed above from a 10-foot straight edge. Grade stakes or other grade reference points set at 25-foot intervals and maximum deviation from grade and cross section will not be required provided an approved profile averaging device is furnished and properly used for the four conditions set forth herein; however, all other surface requirements are applicable.

provided each underlying overall lift is within the allowable tolerances.

allowable tolerances.

lift is within the specified tolerances for the lower intermediate lift. In the placement of full depth asphalt paveme nt, where the chemica lly treated base is constructed, graded and/or trimmed, full lane width, to a surface tolerance of ±3/8 inches from design grade, stringline grade controls may be eliminated for the placement of the asphalt drainage course and all asphalt lifts. In addition, where the base course is crushed stone or crushed concrete and is constructed to a surface tolerance of ±3/8 inches from design grade using a stringline controlled spreader, stringline grade controls may be eliminated for the placement of the asphalt drainage course and all asphalt lifts. All other tolerances as specified in Section 321 are applicable, except for bases, when tested longitudinally, the maximum deviation when measured at the 12½-foot midpoint shall be ±3/8 inches. Acceptance and payment of asphalt will be determined on a lot to lot basis by cores taken from the completed pavement as outlined in Subsection 403.03.3. Approved contacting type profile averaging devices are those devices capable of working in conjunction with a taut string or wirese t to grade, or ski-type device with extreme contact points with the surface at least 30 f eet apart. Approved non-contacting type profile averaging devices are laser type ski devices with at least four referencing mobile stations at a minimum length of 24 feet, or an approved equal. When approved by the Engineer, a short ski or shoe may be substituted for a long ski on the second paving operation working in tandem. During the finishing and compacting of pavement lifts, it shall be the responsibility of the Contractor to check the surface and joints for progress toward conformance to surface requirements set forth herein. Variatio ns from surface requirements exceeding the allowable tolerances shall be corrected at the Contractor's expense. 282 Section 403 Section 403 When a portland cement concrete pavement is to be placed on an asphalt lift, the finished top of the asphalt lift shall meet the requirements of Sections 32l and 50l. Sections(s) or portions thereof representing areas excluded from a smoothness test with the High Speed Inertial Profiling System (IPS) shall also be excluded from consideration for a contract price adjustment for rideability. Any contract price adjustment for rideability w ill be applied on a continuous basis to the pay tonnage, determined in accordance with Subsections 401.02.6.8 and 403.04, for the section(s) or portions thereof for which an adjustment is warranted. Contract price adjustments fo r rideability shall only be applicable to the surface lift and furthermore to only the long continuous section(s) or portions of the long continuous section(s) of the surface lift that require smoothness be determined by using a profiling device.

.2.1--Smoothness Tolerances for Mean Roughness Index (MRI). Smoothness

tolerances shall be applied to asphalt pa vements based on the following pavement categories. Category A applies to the following pavement constructions: • New construction • Construction with three (3) or more lifts • Mill and two (2) or more lifts Category B applies to the following pavement constructions: • Mill and one (1) lift • Two (2) lift overlays without milling Category C applies to the following pavement constructions: • Single lift overlay without milling • All 57,650-pound routes regardless of the pavement construction Additional projects may qualify for Category C construction at the Department’s discretion. Spot leveling / preliminary leveling does not count as a lift. Full width / continuous leveling courses that have a mini mum thickness of ¾” across the entire lane width will be considered a lift. Category A projects shall have a long contin uous interval (528-foot) surface MRI of not more than 60 inches per mile. Category B projects shall have a long continuous interval ( 528-foot) surface MRI of not more than 70 inches per mile. Category C projects shall have the existing surf ace profiled at no additional cost to the State. These projects shall be measured by a long fixed interval (528-foot) surface MRI and meet the higher value of the following requirements: 283 Section 403 Section 403 A 50% improvement in MRI from the existing surface or 80 inches per mile In the case that 50% of the existing surface MRI is greater than 80 inches per mile, the short continuous threshold shall be increased from 160 inches per mile by the difference between 50% of the existing surface MRI and 80 inches per mile. For all projects, areas of the surface lift with localized roughness greater than 160 inches per mile as determined by the continuous short interval (25’) report will be identified for correction by the Project Engineer. When a project has multiple lifts, the lift und erlying the surface lift shall have a MRI of no more than 10 inches/mile more than the surface lift threshold for both long and short continuous intervals. Category B projects containing multiple lifts must meet the Category C percent improvement requirement for the underlying lift. Corrective action must be taken on those segments that do not meet this requirement. No unit price adjustment will be applied on any underlying lift. For Category A and B projects, a unit price increase will be added when the MRI for the final surface lift, prior to any required lo calized roughness (short interval) corrective action, is less than or equal to fifty inches per mile (50.0 inches / mile) on the long interval report. These Projects will be considered for incentive pay based on the following guidelines for the long interval surface lift MRI. Mean Roughness Index inches / mile Contract Price Adjustment Percent of Asphalt Unit Bid Price Less than 35.0 108 35.1 to 40.0 106 40.1 to 45.0 104 45.1 to 50.0 102 50.1 to Required Surface MRI 100 In addition to the above pay incentive factors, a project may be subject to a disincentive when the Long Continuous Interval MRI for the surface exceeds the allowable tolerance. Mean Roughness Index (inches / mile) Contract Price Adjustment Percent of Asphalt Unit Bid Price Above 20.0 Over REMOVE AND REPLACE 15.1 to 20.0 Over 80 10.1 to 15.0 Over 85 5.1 to 10.0 Over 90 0.1 to 5.0 Over 95 Required Surface MRI 100 For Category C projects, segments may be subject to a disincentive when the Fixed Interval MRI for the surface does not meet the minimum requirements. 284 Section 403 Section 403 Percent Improvement MRI (inches/mile) Contract Price Adjustment Percent of Asphalt Unit Bid Price Below 30 Percent 80 * 30.1 to 35.0 Percent 80 35.1 to 40.0 Percent 85 40.1 to 45.0 Percent 90 45.1 to 50.0 Percent 95 Above 50% 100 * Segments that not only show less than 30 percent improvement but also a final surface MRI greater than 100 inches/mile will be subject to removal. Segment(s) or portions thereof representing areas excluded from a smoothness test shall also be excluded from consideration for a contract price adjustment for rideability. Where a segment less than 528 feet occurs at the end of a section, it will be combined with the preceding 528-foot segment for calcu lation of MRI. Corrective action must be taken on those sections that exceed the ‘R emove and Replace’ threshold as directed by the Project Engineer. The minimum remove and replace length will be 528 feet (0.1 mile). Additional smoothness testing shall be required on sections following replacement and will be required to meet at least the maximum surface MRI short of ‘Remove and Replace’ tolerance. The above pay factors will be applied in conjunction with the Long Continuous Histogram Chart from ProVAL’s Smoothness Assurance Module. The price adjustments for rideability will be tabulated in the Department’s Pay Incentive spreadsheet on the basis of a theoretical tonnage of 110 lbs/yd 2 * inch thickness (pounds per square yard * inch thickness) determined in accordance w ith Subsections 401.02. 6.8 and 403.04, for the segment(s) or portions thereof for which an adjustment is warranted.

.3--Thickness Requirements. Asphalt overlay lifts shall be constructed as nearly

in accordance with the thickness shown on the plans as the underlying pavement and foundation will permit. Periodic and cumulative yield tests will be made to determine practicable conformity to the thickness of each lift. The Engineer may order modifications in placement thicknesses to pr event unwarranted variations in plan quantities. When the paver is operating off an established grade line, no thickness determination will be required for the various lifts of pavement. It is understood that the tolerances from design grade will control the thickness requirements. When grade stakes are eliminated by Notice to Bidders or as outlined in Subsection

.2(d) and where resulting in the placement of two (2) or more lifts, acceptance and

payment will be determined on a lot to lot basis by cores taken from the completed pavement. Lots will be coincidental with ac ceptance lots for the su rface lift as provided

in Subsection 401.02.6.4, except that only lots resulting from the placement of mainline

surface lift will be used for thickness assessment. One core will be obtained at random

from each lot. Irregular areas will not be cored.

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When the average thickness of all the cores from the lots representing a day’s production,

excluding any discarded by the Engineer for justifiable reason, is within three-eighths of

an inch (3/8”) of the total pavement thickness shown on the plans, excluding lift(s) placed

using an established grade line, corrective action will not be required and a price

adjustment will not be made for non-conformity to specified thickness.

When the average thickness of all the cores from the lots representing a day’s production

is deficient in thickness by more than three eights of an inch (3/8”) of the total pavement

thickness shown on the plans, excluding lift(s) placed using an established grade line, the

deficiency shall be corrected by overlaying the entire length of the day’s production. The

thickness of the overlay shall be equal to the thickness deficiency but no less than the

minimum single lift laying thickness for the specified mixture.

When the thickness of all the cores from the lots representing a day’s production is more

than three eights of an inch (3/8”) thicker than the total thickness shown on the plans,

excluding lift(s) placed using an established grade line, a price adjustment will be made

in accordance with Subsection 403.05.1.

The cores shall be cut and removed by the Contractor in the presence of the Engineer's

representative and turned over to the Engineer’s representative for further handling. The

Contractor shall fill each core hole with surface lift mixture and compact to the

satisfaction of the Engineer within 24 hours after coring.

.4--Lift Corrections. Pavement exceeding the allowable surface tolerances shall

be corrected at the Contractor's expense by the following methods:

Lower, Leveling and Lower Intermediate Lifts:

construction or full depth patching where appropriate and can be completed in a

satisfactory manner.

full roadway width and length of the area to be corrected.

Top Intermediate Lift:

thickness. Corrections by this method shall be square or rectangular in shape

and shall completely cover the area to be corrected.

used that shall be an approved grade raise for full roadway width of the area to

be corrected. Transverse joints shall be perpendicular to the centerline of the

pavement.

Surface Lift:

least minimum single lift laying thickness for full lane width of the area to be

corrected. Transverse joints shall be perpendicular to the centerline of the lane.

used) that shall be an approved grade raise for full roadway width of the area to

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be corrected. Transverse joints shall be perpendicular to the centerline of the

pavement.

All mixtures used in the correction of unacceptable pavement shall be approved by the

Engineer prior to use.

.5--Overlays or Widening and Overlays. In addition to the requirements of

Subsections 403.03.1 through 403.03.4, the following requirements will be applicable

when an existing pavement is to be overlaid or widened and overlaid.

.5.1--Blank

.5.2--Sequence of Operations. In order to expedite the safe movement of traffic

and to protect each phase of the work as it is performed, a firm sequence of operations is

essential. Unless otherwise provided in the traffic control plan and/or the contract, the

following appropriate items of work shall be begun and continually prosecuted in the

order listed:

edges to provide drainage from the pavement.

Section 511.

widening materials.

eliminate vertical differentials which may be hazardous to traffic.

The above operations shall be performed in such a manner that traffic will be maintained

on a paved surface at all times. Two-lane, two-way highways should not be restricted to

a single lane in excess of a 3,000-foot section.

.5.3--Widening of Pavement. The foundation for widening shall be formed by

trenching or excavating to the required depth and constructing a smooth, firm and

compacted foundation. It shall have sufficient density and stability to withstand the

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placement and compaction of subsequent lifts. Soft, yielding and other unsuitable

material that the Engineer determines will not compact readily shall be removed and

backfilled with granular material or asphalt as directed.

Except as provided herein, excavation for widening, undercutting or other required

excavation shall be spread along the edge of the shoulders, foreslopes or other adjacent

areas as directed and will be an absorbed item. When the quantity is in excess of what

may be used satisfactorily on adjacent areas, the Engineer may direct that the material be

loaded, hauled and spread uniformly on other designated areas. In this case,

compensation for handling surplus material will be in accordance with the appropriate

pay items as provided in the contract or as extra work.

If the plans require widening of the shoulders or embankment with Contractor furnished

material, all suitable material obtained from widening excavation may be used and will

be measured and paid for as Contractor furnished materials. No measurement for

payment of haul will be made.

Removal and disposal of old stakes, forms and other debris encountered in excavating

shall be in accordance with Section 201 and shall be considered as incidental to and

included in the unit prices bid for other items. No separate measurement will be made

therefor. Pavement edges and surfaces shall be cleaned prior to final shaping and

compaction of adjacent trenching or undercut areas.

Granular material for widening shall be placed on a previously prepared, smooth, firm

and unyielding foundation in accordance with the typical section. Density of the granular

material shall be as specified.

Asphalt for widening, including trench widening, shall meet the applicable requirements

of Section 401, Section 403, and shall be placed in one or more layers as shown on the

plans or directed. The surface of the mixture shall be finished as a continuation of the

adjacent pavement slope.

Trench rollers or other compaction equipment shall be used to compact the foundation,

granular material and bituminous mixtures for widening when standard width rolling

equipment cannot be used.

.5.4--Patching. Existing pavement that has failed or unsatisfactorily stabilized

shall be removed as directed. Removal of pavement will be measured and paid for under

the appropriate pay items as provided in the contract.

Backfill shall consist of asphalt or a combination of compacted layers of aggregate

material and asphalt. Unless otherwise specified, the Engineer will make this

determination based on depth and field conditions.

Asphalt used for backfilling will be measured and paid for at the contract unit price for

the mixture designated on the plans as the lowest lift. Aggregate will be measured and

paid for under the appropriate pay item as provided in the contract or as extra work.

.5.5--Preliminary Leveling. All localized irregularities of the existing pavement,

such as ruts, cross-slope deficiencies, etc., shall be corrected by spot leveling, skin

patching, feather edging or a wedge lift in advance of placing the first overall lift.

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.5.6--Placement of Lifts. The leveling lift shall be placed in a layer, or layers, not

exceeding approximately two and one-half inches compacted thickness.

When single lane construction is required, placement of a lift on the adjacent lane may be

performed by an approved profile averaging device provided the lane previously placed is

within the allowable tolerances for all surface requirements. When any of the tolerances

are exceeded, the Contractor shall reestablish the control stringline for laying the adjacent

lane should the Contractor elect to perform this work prior to correcting the deficiencies

of the lane previously placed. In no case shall a "matching shoe" be used to control the

grade of an adjacent lane.

In instances where there are only minor deviations from the allowable tolerances in the

first overall lift, the Engineer may permit the Contractor to place the next higher lift by

graded stringline in lieu of making the corrections.

Single lane placement of leveling, intermediate and surface lifts shall be limited to the

distance covered in one and one-half days in advance of that placed in the adjacent lane.

.5.7--Protection of Pavement. The pavement shall be protected and properly

maintained until it has been compacted and cooled sufficiently for use by traffic.

403.04Method of Measurement. Asphalt pavement, of the type specified, will be

measured by the ton. The weight of the composite mixture shall be determined in

accordance with the provisions of Subsection 401.03.2.1.11.

The pay quantities for each individual job mix formula (JMF) will be calculated using the

approved JMF maximum specific gravity (Gmm) and the following formulas.

When the composite mixture has a maximum specific gravity of 2.540 or less,

Tp = Tw

When the composite mixture has a maximum specific gravity greater than 2.540,

Tp = Tw((100-(((Gmm*A*B)-C)/(Gmm*A*B))*100))/100

Where:

Tp = Total tonnage for payment

Tw = Total tonnage weighed, used and accepted

Gmm = Maximum Specific Gravity of the approved composite asphalt mixture

A = 46.725 lbs/yd /in

B = 0.93 = 93% density

C = 110.374 lbs/yd

/in = Theoretical density at 2.540 Gmm

Unless shown as a separate pay item, the furnishing and application of the tack coat will

not be measured for payment. When payment is provided, tack coat will be measured as

set out in Section 407.

Joint sealant will be measured by the linear foot for each joint sealed.

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The quantity of bituminous mixture required to correct the work, when made at the

expense of the Contractor, will not be measured for payment.

Any trenching required for widening will not be measured for payment, such cost thereof

shall be included in other items of work.

Undercut required by the Engineer will be measured for payment under the appropriate

excavation item as provided in the contract or as extra work. Pavement removal and any

required trenching will not be included in the measurement for undercut.

Class "B" structural concrete base substituted for asphalt under portland cement concrete

bridge end pavement, as per Subsection 502.03.1, will be paid for as asphalt calculated as

follows:

Square yards of portland cement concrete bridge end pavement * concrete base

thickness in inches * 0.055 = tons of asphalt.

403.05Basis of Payment. Subject to the adjustments set out in Subsections 401.02.6.3,

401.02.6.4, 401.02.6.8 & 403.03.2, asphalt pavement, measured as prescribed above, will

be paid for at the contract unit price per ton for each lift of pavement specified in the bid

schedule and shall be full compensation for completing the work.

Joint sealant will be paid for at the contract unit price per linear foot for each joint which

shall be full compensation for furnishing the joint sealant material, cleaning the joint,

applying the sealant, and for all equipment, tools, labor, and incidentals necessary to

complete the work.

.1--Price Adjustment for Thickness Requirement. When grade stakes are

eliminated as provided in Subsection 403.03.3 and the average thickness of all cores from

lots representing a day’s production is more than three eights of an inch (3/8”) thicker

than the total specified thickness of the pavement, excluding lift(s) placed using an

established grade line, a lump sum reduction in payment for the surface lift of lots

representing a day’s production will be made as follows:

Individual Day’s

L.S. Reduction = (Monetary Value of the Day’s

Surface Lift Production) x ሺD - 3/8ሻ

ST

Where:

D = The day’s average deviation from total pavement thickness shown on the

plans, excluding lift(s) placed using an established grade line.

ST = Specified thickness for surface lift.

The total L.S. reduction for the project is the summation of the individual day’s

reductions in payment.

.2--Pay Items

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Payment will be made under:

403-A: (1) , (4) , Asphalt Pavement - per ton

403-B: (2) , (4) , Asphalt Pavement, Leveling - per ton

403-C: (3) , (4) , Asphalt Pavement, Trench Widening - per ton

403-D: (2) , HT, Asphalt Pavement, Polymer Modified - per ton

403-E: (2) , HT, Asphalt Pavement, Polymer Modified, Leveling - per ton

403-S: Joint Sealant - per linear foot or mile

25-mm mixture

404.01Description. This work consists of constructing one or more courses of cold

bituminous pavement in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses , and typical cross sections shown on the plans or established by the Engineer. This work shall also include applicable in-grade preparation of the underlying course in accordance with Section 321. The bituminous pavement shall be composed of aggregates and bituminous material, and, if specified, a top dressing of sand, gravel, stone, or slag screenings.

404.02Materials

.1--General. Cold bituminous mixtures shall be either a preapproved commercial

cold mix as listed on the Department's APL, or conform to the requirements of the Department's standard cold mixture as set out below.

.2--Preapproved Commercial Cold Bituminous Mixture. Commercial cold

bituminous mixture must be an approved product as listed on the Department's APL. Such approval will be based on satisfactory performance of the cold bituminous mixture on a field test section, placed in accordance with the manufacture's recommendations, after from six months to one year's evaluation by the Department. The mixture shall have a minimum shelf life of six months.

.3--Department Standard Cold Bituminous Mixtures - General . Department

standard cold bituminous mixtures shall conform to the requirements of Subsection

703.13and the requirements as set out below. The mixture shall have a minimum shelf

life of six months.

.3.1--Mineral Filler . Mineral filler shall meet the requirements of Subsection

291 Section 404 Section 404

703.16. Mineral filler may be used as necessary to obtain desired properties of the

mixture; however, excessive use will not be permitted.

.3.2--Bituminous Materials. Bituminous material shall be cutback asphalt of one

of the grades set out in AASHTO M 82 or, in lieu thereof, a combination of petroleum asphalt cement Grade PG 58-28, 64-22 or 67-22 conforming to Section 702 and a liquefier.

.3.3--Hydrated Lime . Hydrated lime meeting the requirements of Subsection

714.03.2 may be used as a facilitator in the mixture and will be required when siliceous

aggregates are used.

404.03Construction Requirements

.1--General. Construction requirements shall be as prescribed in Subsection

, except as modified in the following subsections

.2--Weather Limitations . Cold bituminous pavement courses shall be placed

only when the air temperature is 40°F or above.

.3--Tack Coat . Unless otherwise directed by th e Engineer, tack coat shall be

applied at a minimum rate of 0.05 gallon per square yard residual asphalt. The tack coat shall be applied as a complete coating, fog coating, or "spider webbing" as directed.

.4--Preparation of Aggregate. When combined with cut-back asphalt, aggregates

shall be dry and at a temperature of at least 60°F and not more than 225°F. If not already surface dry, aggregates shall be dried at a temperature between 150°F to 300°F and then cooled before being mixed with bituminous material. When combined with emulsified asphalt, the aggregates shall be at a temperature of at least 60°F and not more than 175°F.

.5--Mixing. The prepared aggregates shall be combined in the quantities required

to meet the job-mix formula, introduced into the mixer, and mixed dry for a period sufficient to distribute the various sizes uniformly throughout the batch. The bituminous material shall then be introduced and mixed until the aggregates are thoroughly coated and the mass is a uniform color. The mixing time for each phase of the mixing operations will be set by the Engineer, based on the nature of the aggregates, the job- mix formula, and the size of the batch, but in no case shall the mixing time, after introduction of the bituminous material, be less than two minutes.

.6--Spreading and Finishing. The material shall be spread by a motor grader or

mechanical paver. Where the compacted thickness is to be more than two inches, the mixture shall be spread and compacted in layers of no more than two inches in thickness. When spreading with a motor grader the mixture shall be dumped along the centerline or along the outside quarter point in sufficient volume to produce the weight per square yard 292