330HOT MIX ASPHALT - GENERAL CONSTRUCTION REQUIREMENTS

330-1Description

This Section specifies the basic equipment and construction requirements for hot mix asphalt (including warm mix asphalt) pavements and bases. Establish and maintain a quality control system that provides assurance that all materials, products and complete d construction submitted for acceptance meet Contract requirements.

330-2Quality Control (QC) Requirements

330-2.1Minimum QC Requirements: Perform as a minimum , the following activities

necessary to mai ntain process control and meetS pecification requi rements:

temperature device so compaction is completed before the surface temperature of the pavement drops to the extent that effective compaction may not be achieved or the rollers begin to damage the pavement. Monitor the roadway density with either 6-inch diameter roadway cores, a nuclear density gauge, or other density measuring device, at a minimum frequency of once per 1,500 feet of pavement.

five loads and one out of every five loads thereafter.

production, and as needed to control the operations, at a minimum of once p er 200 tons placed. When determining the spread rate, use, at a minimum, an average of five truckloads of mix .

segregation. Use density gauges, infrared temperature measurement devices, or roadway cores at the beginning of each day’s production, and as necessary, both at truck exchanges and duri ng normal paving operations.

Department’s approved form to reflect the act ual surface area of the finished work and be in compliance with the requirements of the Contract Documents.

computer on site with the Paving Operation capable of running th e E-Ticketing system software outlined in Section 320. Use the E-ticketing software to obtain truck ticket information and record mix temperatures. Use the E-ticketing data for entry into the Asphalt Roadway – Daily Report of Quality Control.

330-2.2Personnel Qualifications: Provide QC Technicians in accordance with

330-3Limitations of Operations

330-3.1Weather Limitations: Do not transport asphalt mix from the plant to the

roadway unless all weather conditions are suitable for the paving operations.

330-3.2Limitations of Paving Operations:

330-3.2.1 General: Place the mixture only when the surface upon which it is to be placed has been previously prepared, is intact, firm, dry, clean, and the tack or prime coat, 280 FY 2023-24 Return to Table of Contents

with acceptables pread rate, is properly broken or cured. Do not place friction course until the adjacent shoulder area has been dressed and grassed. 330-3.2.2 Ambient Air Temperature: Place the mixture only when the air temperature in the shade and away from artificial heat meets requirements of Table 330-1. The minimum ambient temperature requirement may be reduced by 5ºF when using warm mix technology, if mutually agreed to by both the Engineer and the Contractor. Table 330-1 Ambient Air Temperature Requirements for Paving Layer Thickness or Asphalt Binder Type Minimum Temperature (°F) ≤ 1 inch 50 Any mixture > 1 inch containing a PG asphalt binder with a high temperature designation ≥ 76°C 45 Any mixture > 1 inch containing a PG asphalt binder with a high temperature designation < 76°C 40 FC-5(1) 65 (1)As an exception, place the mixture at temperatures no lower than 60ºF, only when approved by the Engineer based on the Contractor’s demonstrated ability to achieve a satisfactory surface texture and appearance of the finished surface. For mixtures containing PG 76 -22 binder, t he minimum ambient temperature may be further reduced to 55ºF when using warm mix technology, if agreed to by both the En gineer and the Contractor.

330-3.2.3 Rain and Surface Conditions: Immediately cease transportation of asphalt mixtures from the plant when rain begins at the roadway. Do not place asphalt mixtures while rain is falling, or when there is water on the surface to be covered. Once the rain has stopped, standing water has been removed from the tacked surface to the satisfaction of the Engineer, and the temperature of the mixture caught in transit still meets the requirements as specified in 320 -6.3, the Co ntractor may then place the mixture caught in transit. For windrow paving, immediately cease dumping of asphalt material when rain begins at the roadway. Stop paving operations while rain is falling or where there is water on the surface to be covered. Remove windrowed asphalt mixture exposed to rain. Once the rain has stopped, standing water has been removed from the tacked surface to the satisfaction of the Engineer, and the temperature of the mixture caught in transit still meets the requirements as specified in 320 -6.3, the Contractor may then windrow the remaining material caught in transit. 330-3.2.4 Wind: Do not place the mixture when the wind is blowing to such an extent that proper and adequate compaction cannot be maintained or when sand, dust, etc., are being deposited on the surface being paved to the extent the bond between layers will be diminished.

330-4Surface Preparation

330-4.1Cleaning: Before placing the mixture, clean the surface of the base or underlying

pavement of all loose and deleterious material by the use of power brooms or blowers, supplemented by hand brooming where necessary. 330-4.1.1 Application over Asphalt Membrane Interlayer (AMI): Where an asphalt mix is to be placed over a newly constructed AMI, do not sweep or otherwise disturb the cover material before placing the asphalt mix, unless directed by the Engineer.

330-4.2Tacking: Apply a tack coat on all existing pavement surfaces that are to be

overlaid with an asphalt mix as specified in Section 300 and between successive layers of all asphalt mixes. Apply tack on a clean surface. 281 FY 2023-24 Return to Table of Contents

Do not place tack while rain is falling or when there is water on the surface to be tacked. Once the rain has stopped, standing water has been removed from the surface to be tacked to the satisfaction of the Engineer, the Contractor may then apply tack. Apply a tack coat on freshly primed bases only w hen directed by the Engineer.

330-5Paving Equipment

330-5.1General Requirements: Use mechanically -sound equipment capable of

consistently meeting Specification requirements.

330-5.2Asphalt Paver :

330-5.2.1 General: Provide a self-propelled asphalt paver that can be steered , and is equipped with a receiving and distribution hopper and a mechanical screed. Use a mechanical screed capable of adjustment to regulate the depth of material spread and to produce the desired cross slope. When asphalt mix is placed in windrows, operate windrow pickup equipment so substantially all of the mixture deposited on the roadbed is picked up and loaded into the paver. Prevent the windrow pickup equipment from contaminating the mixture. 330-5.2.2 Automatic Screed Control: For all asphalt courses placed with an asphalt paver, equip the paver with automatic longitudinal screed controls of either the skid type, traveling stringline type, or non -contact averaging ski type with a minimum length of 25 feet. On the final layer of asphalt base, overbuild, structural courses, and friction courses, use the joint matcher instead of the skid, traveling stringline, or non -contact averaging ski on all passes after the initial pass . Equip the asphalt paver with el ectronic cross slope controls. 330-5.2.3 Screed Width: Provide an asphalt paver with a screed width greater than 8 feet when required to pave full width lanes. Do not use extendable screed strike -off devices that do not provide preliminary compaction of the mat in place of fixed screed extensions. Use a strike -off device only on irregular areas that would normally be done by hand and on shoulders 5 feet or less in width. When using the strike -off device on shoulders , instead of an adjustable screed extension, demonstrate the ability to obtain acceptable texture, density, and thickness. When using an extendable screed device to extend the screed’s width on the full width lane or shoulder by 24 inches or greater, the Engineer will require an auger extension, paddle, or kicker device unless the Contractor can demonstrate the ability to achieve an acceptable pavement with respect to density, surface texture, and pavement smoothness without such devices .

330-5.3Rollers :

330-5.3.1 Steel-Wheeled Rollers: Provide compaction equipment capable of meeting the density requirements described in the Specifications. When density testing is not required, and the standard rolling pattern is used, provide a tandem steel -wheeled roller weighing 5 to 15 tons for breakdown rolling. For finish rolling, use a separate roller weighing 5 to 15 tons. Variations from these requirements shall be approved by the Engineer. 330-5.3.2 Traffic Rollers: Provide compaction equipment capable of meeting the density requirements described in the Sp ecifications. When density testing is not required, and the standard rolling pattern is used, provide a self -propelled, pneumatic -tired traffic roller equipped with at least seven smooth -tread, low pressure tires, equipped with pads or scrapers on each tire. Maintain the tire pressure between 50 and 55 psi or as specified by the manufacturer. Use rollers with a minimum weight of 6 tons. Do not use wobble -wheeled rollers. Variations from these requirements shall be approve d by the Engineer. 282 FY 2023-24 Return to Table of Contents

330-5.3.3 Prevention of Adhesion: Do not allow the mixture to adhere to the wheels of any rollers. Do not use fuel oil or other petroleum distillates to prevent adhesion. Do not use any method which results in water being sprinkled dir ectly onto the mixture.

330-5.4Coring Equipment: Furnish a suitable saw or drill for obtaining the required

density cores.

330-5.5Hand Tools: Provide the necessary hand tools such as rakes, shovels, and other

similar tools, and a suitable means for kee ping them clean. Do not use diesel fuel or other petroleum -based solvents contained in an open container for cleaning purposes on the paver.

330-6Placing Mixture

330-6.1Requirements Applicable to All Pavement Types:

330-6.1.1 Alignment of Edges: Place all asphalt mixtures by the stringline method to obtain an accurate, uniform alignment of the pavement edge. As an exception, pavement edges adjacent to curb and gutter or other true edges do not require a stringline. Control the unsupported pavement edg e to ensure it will not deviate from the stringline more than plus or minus 1.5 inches. 330-6.1.2 Paving Width: If necessary due to the traffic requirements, place the mixture in strips in such a manner as to provide for the passage of traffic. As an option, where the road is closed to traffic, place the mixture to the full width with machines traveling in echelon. 330-6.1.3 Mix Temperature: Maintain the mix temperature at the time of paving within the master range as defined in 320-6.3. Take mix temperatures on the roadway at the minimum frequency indicated in 320 -6.3. Any load, or portion of a load, of asphalt mix on the roadway with a tempe rature outside of the master range shall be rejected for use on the project. Immediately notify the Engineer of the rejection.

Remove any windrow material not meeting the temperature requirements

of 320-6.3.2 from the area of deficient temperature and replace with new asphalt meeting the

temperature requirements.

330-6.1.4 Speed of Paver: Establish the forward speed of the asphalt paver based

on the rate of delivery of the mix to the roadway, but not faster than the optimum speed needed

to adequately compact the pavement.

330-6.1.5 Thickness and Spread Rate of Layers: Construct each layer as

defined in the following Table 330-2:

Table 330-2

Thickness and Target Spread Rate Requirements

Mix Type Specification Section and Article

Type SP 334-1

Type FC 337-8

Type B 234-8

ATPB 287-8

330-6.1.5.1 Thickness Control: Ensure the spread rate is within plus or

minus 10% of the target spread rate. When determining the spread rate, use, at a minimum, an

average of five truckloads of mix and at a maximum, an average of 10 truckloads of mix, except

for windrow paving, use an average of three truckloads of mix. When the average spread rate is 283FY 2023-24Return to Table of Contents

beyond plus or minus 10% of the target spread rate, monitor the thickness of the pavement layer

closely and adjust the construction operations.

When the average spread rate for two consecutive days is beyond

plus or minus 10% of the target spread rate, stop the construction operation until the issue is

resolved.

330-6.1.5.2 Maximum Spread Rate Tolerances: When an individual

spread rate, measured in accordance with 330-6.1.5.1, is beyond plus or minus 20% of the target

spread rate, stop the construction operation until the issue is resolved. Address the unacceptable

pavement in accordance with 330-9.5. The following areas are exempt from a work stoppage

based solely on the calculated spread rate: median crossovers, turnouts, variable thickness

overbuild courses, leveling courses, miscellaneous asphalt pavement, as well as, turn lanes and

ramps less than 1,000 feet.

As an exception, the Engineer may allow the Contractor to leave

areas in place if it is determined by the Engineer that the deficiency is not a significant detriment

to the pavement quality. For areas of deficient thickness, a reduction to the pay item quantity will

be made in accordance with 330-9.5.2.

330-6.1.6 Correcting Defects: Before starting any rolling, check the surface;

correct any irregularities; remove all drippings, sand accumulations from the screed, and fat

spots from any source; and replace them with satisfactory material. Do not skin patch. When

correcting a depression while the mixture is hot, scarify the surface and add fresh mixture.

330-6.1.7 Hand Work: In limited areas where the use of the paver is impossible

or impracticable, the Contractor may place and finish the mixture by hand.

330-7Compacting Mixture

330-7.1General Requirements: When density testing for acceptance is required, select

equipment, sequence, and coverages of rolling to meet the specified density requirement.

Regardless of the rolling procedure used, complete the final rolling before the surface

temperature of the pavement drops to the extent effective compaction may not be achieved or the

rollers begin to damage the pavement.

No vibratory compaction in the vertical direction will be allowed for layers one

inch or less in thickness or, if the Engineer or Contract Documents limit compaction to the static

mode only. Compact these layers in the static mode only. Other non-vertical vibratory modes of

compaction will be allowed, if approved by the Engineer; however, no additional compensation,

cost or time, will be made.

330-7.2Standard Rolling Procedure: When density testing for acceptance is not

required, propose an alternative rolling pattern to be approved by the Engineer or use the

following standard rolling procedure:

roller, following as close behind the paver as possible without pick-up, undue displacement, or

blistering of the mix.

following as close behind the breakdown rolling operation as the mix will permit.

after completing the breakdown rolling and intermediate rolling, but before the surface pavement

temperature drops to the extent effective compaction may not be achieved or the rollers begin to

damage the pavement. 284FY 2023-24Return to Table of Contents

330-7.3Rolling Procedures: Use procedures that will uniformly compact the pavement

layer to the desired density level, while meeting the appropriate smoothness requirements,

without damaging the pavement surface, crushing aggregate or leaving excessive roller marks,

roller heads, or ripples. While rolling is in progress, monitor the surface continuously, and adjust

the compaction operations to comply with the surface requirements.

330-7.4Compaction of Areas Inaccessible to Rollers: Use hand tamps or other

satisfactory means to compact areas which are inaccessible to a roller, such as areas adjacent to

curbs, gutters, bridges, manholes, etc.

330-7.5Correcting Defects: Do not allow the compaction equipment to deposit

contaminants onto the pavement surface. Remove and replace any areas damaged by such

deposits as directed by the Engineer. Correct any depressions that develop before completing the

rolling by loosening the mixture and adding new mixture to bring the depressions to a true

surface. Should any depression remain after obtaining the final compaction, remove the full

depth of the mixture, and replace it with enough new mixture to form a true and even surface.

Correct all defects before laying the subsequent course.

330-7.6Use of Traffic Roller: Use a traffic roller on the first overbuild course. Use a

traffic roller or vibratory roller (unless restricted by the Contract Documents) on the first

structural layer placed on an AMI.

330-7.7Compaction at Bridge Structures: Compact asphalt mixtures placed over

bridge decks and approach slabs using static compaction only. Use the standard rolling procedure

described in 330-7.2 or an alternative procedure approved by the Engineer.

330-8Joints

330-8.1General: When laying fresh mixture against the exposed edges of joints, place it

in close contact with the exposed edge to produce an even, well-compacted joint after rolling.

330-8.2Transverse Joints: Place the mixture as continuously as possible to minimize

transverse joints. When constructing permanent transverse joints, meet the surface requirements

as defined in 330-9. Construct temporary transverse joints in such a manner to allow traffic to

pass over it. When resuming the paving operation, construct a transverse joint by cutting back on

the previously placed pavement at a location where the straightedge requirements are met. At the

project limits, tie into the adjoining pavement layers as shown in the Plans.

330-8.3Longitudinal Joints: Place each layer of pavement so all longitudinal

construction joints are offset 6 to 12 inches laterally between successive layers. Plan offsets in

advance so the longitudinal joints of the friction course are not in wheel path areas. The

longitudinal joints for friction course layers should be within 6 inches of the lane edge or at the

center of the lane. The Engineer may waive this requirement where offsetting is not feasible due

to the sequence of construction.

330-8.4Placing Asphalt Next to Concrete Pavement: When placing asphalt next to

concrete pavement, construct the joint as shown in the Plans.

330-9Surface Requirements

330-9.1General: Construct a smooth pavement with good surface texture and the proper

cross-slope.

330-9.2Texture of the Finished Surface of Paving Layers: Produce a finished surface

of uniform texture and compaction with no pulled, torn, raveled, crushed or loosened portions

and free of segregation, bleeding, flushing, sand streaks, sand spots, or ripples. Some examples

of pavement deficiencies are displayed at the following URL: 285FY 2023-24Return to Table of Contents

https://www.fdot.gov/programmanagement/Implemented/URLinSpecs/Pavement.shtm. Address

any pavement not meeting the requirements of this specification in accordance with 330-9.5.

For dense-graded structural and dense-graded friction course mixtures, in areas

not defined as density testing exceptions per 334-5.1.2, obtain for the Engineer, three 6-inch

diameter roadway cores at locations visually identified by the Engineer to be segregated. For

areas that the Engineer identifies as being segregated, obtain and submit cores within 30 days of

notification. The Engineer will determine the density of each core in accordance with FM 1-

T166 and calculate the percent Gmm of the segregated area using the average Gmb of the roadway

cores and the QC sublot Gmm for the questionable material. If the average percent Gmm is less

than 89.5, address the segregated area in accordance with 330-9.5.

Do not use asphalt concrete mixtures containing aggregates that cause a different

color appearance in the final wearing surface unless the section is greater than or equal to one

mile in length and across the full width of the pavement, including shoulders and turn lanes.

Exceptions to these requirements will be permitted if approved by the Engineer.

330-9.3Cross Slope: Construct a pavement surface with cross slopes in compliance with

the requirements of the Contract Documents. Furnish a four-foot-long electronic level accurate to

0.1 degree, approved by the Engineer for the control of cross slope. Make this electronic level

available at the jobsite at all times during paving operations.

330-9.3.1 QC Calibration and Comparison: Calibrate the electronic levels a

minimum of once per day before paving operations begin, in accordance with manufacturer’s

instructions.

Compare the QC level with the Verification level before paving operations

begin, and at any time as directed. If the comparison between the QC and Verification levels is

within plus or minus 0.2%, the QC level is considered to compare favorably and can be used for

measurement and acceptance of cross-slopes. If the levels do not compare favorably, perform a

second comparison using another calibrated electronic level (Department or Contractor) for

resolution. If the resolution level compares favorably with the QC level, the QC level is

considered to be verified. If the resolution level does not compare favorably with the QC level,

discontinue the use of the QC electronic level and obtain another approved electronic level that

meets the requirements of this specification. The Contractor assumes all risk associated with

placing the pavement at the correct cross slope.

330-9.3.2 Cross Slope Measurement: Measure the cross slope of the compacted

pavement surface by placing the level at the center of the lane and perpendicular to the roadway

centerline. Record all measurements to the nearest 0.1% on an approved form and submit the

data to the Engineer.

330-9.3.2.1 Cross Slope Measurement Frequency:

frequency of one measurement every 100 feet per lane. When the average absolute deviation is

consistently within the acceptance tolerance in Table 330-3, upon the approval of the Engineer,

the cross-slope measurements may be reduced to one measurement every 200 feet.

per lane within the length of the full superelevation. For curves where the length of full

superelevation is less than 250 feet, measure the cross slope at the beginning point, midpoint, and

ending point of the fully superelevated section. For transition sections, measure the cross slope at

control points identified in the Plans, or if not shown in the Plans, at a control point at the

location of 0.0% cross slope. 286FY 2023-24Return to Table of Contents

330-9.3.2.2 Cross Slope Deviations and Corrections: Calculate the

absolute deviation of each cross-slope measurement and the average of the absolute deviations of

ten consecutive cross slope measurements. The absolute deviation is the positive value of a

deviation. In superelevated sections, when the number of measurements is less than ten, average

the absolute deviation of all measurements.

If the average absolute deviation of any cross-slope measurement falls

outside the acceptance tolerance shown in Table 330-3, stop the paving operation and make

adjustments until the problem is resolved to the satisfaction of the Engineer.

Address, in accordance with 330-9.5, all individual cross slope deviations

outside the acceptance tolerances shown in Table 330-3. Complete all corrections before

placement of the final pavement surface layer. For pavement with multiple layers, the deficient

areas for the structural course may be left in place, if approved by the Engineer. For friction

course layers, make corrections in accordance with 330-9.5.

The limits of deficient areas requiring correction may be verified and

adjusted with more accurate measurement methods, including survey instruments, upon approval

of the Engineer and at no cost to the Department.

Should the Contractor wish to have any required corrections waived,

submit a request to the Engineer for approval. The Engineer may waive the corrections at no

reduction in payment if the deficiencies are sufficiently separated so as not to affect the

pavement’s overall traffic safety, surface drainage, ride quality, or surface texture.

For intersections, tapers, crossovers, transitions at the beginning and end

of the project, bridge approaches and similar areas, adjust the cross slope to match the actual site

conditions or as directed by the Engineer.

Table 330-3

Cross Slope Acceptance Tolerance

Roadway Feature Individual Absolute Deviation Average Absolute Deviation

Tangent section

(including turn lanes) 0.4% 0.2%

Superelevated curve 0.4% 0.2%

Shoulder 0.5% 0.5%

In the event the distance between two edges of deficient areas is less than

100 feet, the correction work shall include the area between the deficient areas.

330-9.3.3 Verification: The Engineer will verify the Contractor’s cross slope

measurements by randomly taking a minimum of ten cross slope measurements per lane per mile

in tangent sections, at control points in transition sections, and a minimum of three cross slope

measurements in fully superelevated sections.

The Engineer will measure the cross slope of the compacted pavement

surface by placing the level at the center of the lane and perpendicular to the roadway centerline.

330-9.3.3.1 Cross Slope Deviations and Corrections: If the average

absolute deviation or an individual cross slope deviation falls outside of the acceptance tolerance

in Table 330-3, immediately make a comparison check at the QC test locations to verify the QC

measurements in the section. If the comparisons are beyond the acceptable comparison tolerance

in accordance with 330-9.3.1, stop the paving operations until the issue is resolved to the 287FY 2023-24Return to Table of Contents

satisfaction of the Engineer. Correct any cross slope not meeting the individual deviation

acceptance tolerance in accordance with 330-9.5 at no cost to the Department. The Engineer

reserves the right to check the pavement cross slope at any time by taking cross slope

measurements at any location.

330-9.4Pavement Smoothness: Construct a smooth pavement meeting the requirements

of this Specification.

330-9.4.1 General: Furnish a 15-foot manual and a 15-foot rolling straightedge

meeting the requirements of FM 5-509. Obtain a smooth surface on all pavement courses placed,

and then straightedge all layers as required by this Specification.

330-9.4.2 Test Method: Perform all straightedge testing in accordance with

FM 5-509 in the outside wheel path of each lane. The Engineer may require additional testing at

other locations within the lane.

330-9.4.3 Traffic Control: Provide traffic control in accordance with Section 102

and Standard Plans, Index 102-607 or 102-619 during all testing. When traffic control cannot be

provided in accordance with Index 102-607 or 102-619, submit an alternative Traffic Control

Plan as specified in 102-4. Include the cost of this traffic control in the Contract bid prices for the

asphalt items.

330-9.4.4 Process Control Testing: Assume full responsibility for controlling all

paving operations and processes such that the requirements of these Specifications are met at all

times.

330-9.4.5 QC Testing:

330-9.4.5.1 General: Straightedge the final Type SP structural layer and

friction course layer in accordance with 330-9.4.2, with the exception that if the method of

acceptance is by laser profiler, then straightedging of the friction course layer is not required

unless otherwise stated in the Specifications. If the project’s method of acceptance is by laser

profiler, areas not suitable for testing with the laser profiler will be tested and accepted by

straightedging. Test all pavement lanes and ramps where the width is constant and document all

deficiencies in excess of 3/16 inch on a form approved by the Engineer.

330-9.4.5.2 Straightedge Exceptions: Straightedge testing will not be

required in the following areas: shoulders, intersections, tapers, crossovers, sidewalks, shared use

paths, parking lots, raised crosswalks, speed tables, and similar areas, or in the following areas

when they are less than 250 feet in length: turn lanes, acceleration/deceleration lanes and side

streets. The limits of the intersection will be from stop bar to stop bar for both the mainline and

side streets.

As an exception, in the event the Engineer identifies an

objectionable surface irregularity in the above areas, straightedge and address all deficiencies in

excess of 3/8 inch in accordance with 330-9.5.

The Engineer may waive straightedge requirements for transverse

joints at the beginning and end of the project, at the beginning and end of bridge structures, at

manholes, and at utility structures if the deficiencies are caused by factors beyond the control of

the Contractor, as determined by the Engineer. In addition, the Engineer may also waive the

straightedging requirements on ramps and superelevated sections where the geometrical

orientation of the pavement results in an inaccurate measurement with the rolling straightedge.

330-9.4.5.3 Intermediate Layers and Temporary Pavement: When the

design speed is 55 mph or greater and the intermediate Type SP layer or temporary pavement is

to be opened to traffic, if the Engineer identifies an objectionable surface irregularity, 288FY 2023-24Return to Table of Contents

straightedge and address all deficiencies in excess of 3/8 inch within 72 hours of placement in

accordance with 330-9.5.

330-9.4.5.4 Final Type SP Structural Layer: Straightedge the final

Type SP structural layer in accordance with 330-9.4.2, either behind the final roller of the paving

train or as a separate operation. Notify the Engineer of the location and time of straightedge

testing a minimum of 48 hours before beginning testing. The Engineer will verify the

straightedge testing by observing the QC straight edging operations. Address all deficiencies in

excess of 3/16 inch in accordance with 330-9.5.

When the final structural course is to be opened to traffic and the

design speed is 55 mph or greater, if any defect is 3/8 inch or greater, the Engineer may require

deficiencies to be corrected within 72 hours after opening to traffic.

330-9.4.5.5 Friction Course Layer: Where required per 330-9.4.5.1, and

in areas noted in 330-9.4.6.2 as not suitable for testing with the Laser Profiler, straightedge the

friction course layer in accordance with 330-9.4.2, either behind the final roller of the paving

train or as a separate operation upon completion of all paving operations. Notify the Engineer of

the location and time of straightedge testing a minimum of 48 hours before beginning testing.

The Engineer will verify the straightedge testing by observing the QC straightedging operations.

Address all deficiencies in excess of 3/16 inch in accordance with 330-9.5.

330-9.4.6 Acceptance:

330-9.4.6.1 Straightedge Acceptance: For areas of roadways where the

design speed is less than 55 miles per hour, and for areas of roadways where the design speed is

greater than or equal to 55 miles per hour which are noted in 330-9.4.6.2 as not suitable for

testing with the Laser Profiler, acceptance for pavement smoothness of the friction course will be

based on verified QC measurements using the straightedge as required by 330-9.4.5. The

Engineer will verify the straightedge testing by observing the QC straightedging operations.

330-9.4.6.2 Laser Acceptance: For areas of high speed roadways where

the design speed is equal to or greater than 55 miles per hour, acceptance testing for pavement

smoothness of the friction course (for mainline traffic lanes only) will be based on the Laser

Profiler. Ramps, acceleration and deceleration lanes, and other areas not suitable for testing with

the Laser Profiler will be tested and accepted with the straightedge in accordance with 330-

9.4.5.5 and 330-9.4.6.1.

The pavement smoothness of each lane will be determined by a

Laser Profiler furnished and operated by the Department in accordance with FM 5-549 and a

report issued with the Ride Number (RN) reported to one decimal place. If corrections are made,

as required following Laser Acceptance, the pavement will not be retested for smoothness using

the Laser Profiler.

For this testing, the pavement will be divided into 0.1 mile

segments. Partial segments equal to or greater than 0.01 mile will be considered as a 0.1 mile

segment. The pavement will be accepted as follows:

pavement will be accepted at full pay.

further evaluate the data in 0.01 mile intervals for both wheel paths.

If the RN is 3.5 or above for all 0.01 mile intervals

in both wheel paths, the segment will be accepted at full payment. 289FY 2023-24Return to Table of Contents

If the RN is less than 3.5 for one or more 0.01 mile

intervals, the segment will be tested with the rolling straightedge in both wheel paths in

accordance with FM 5-509. If approved by the Engineer, this straightedging may be completed

(in both wheel paths) as part of the QC straightedging operations described in 330-9.4.5.5, before

testing with the laser profiler. Notify the Engineer of the location and time of straightedge testing

a minimum of 48 hours before beginning testing. The Engineer will verify the straightedge

testing by observing the QC straightedging operations. Address all deficiencies in excess of

3/16 inch in accordance with 330-9.5.

Test and accept areas at the beginning and ending of the project,

bridge approaches and departures, and areas where the segment is less than 0.01 mile, with the

straightedge in accordance with 330-9.4.5.5 and 330-9.4.6.1.

330-9.5Unacceptable Pavement:

330-9.5.1 Corrections: Address all areas of unacceptable pavement at no cost to

the Department. Retest all corrected areas and assure the requirements of these Specifications are

met.

330-9.5.1.1 Structural Layers: Correct all deficiencies, as defined in the

Specifications, in the Type SP structural layers by removing and replacing the full depth of the

layer, extending a minimum of 50 feet on both sides (where possible) of the defective area for

the full width of the paving lane.

The following options only apply if the structural layer is not the final

surface layer:

an inch or less, pave over with friction course to correct the deficiency.

pavement surface the full lane width to a depth and length adequate to remove the deficiency.

less, mill the pavement surface the full lane width to a depth and length adequate to remove the

deficiency.

330-9.5.1.2 Friction Course: Correct deficiencies in the friction course or

final surface layer by removing and replacing the full depth of the layer, extending a minimum of

50 feet on both sides (where possible) of the defective area for the full width of the paving lane.

As an exception, the Engineer may allow the Contractor to leave these areas in place if it is

determined by the Engineer that the deficiency is not a significant detriment to the pavement

quality. A reduction to the pay item quantity will be made in accordance with 330-9.5.2.

330-9.5.2 Reduction in Pay Item Quantity: When the Engineer elects to waive

corrections, the Department will reduce the pay quantity for the pay item in question by the

amount of material within the defective area. For all mix types, when the measured deficiency

lane length is less than 5 feet, use 5 feet for the deficiency lane length when determining the pay

reduction. When the pay quantity is in tons, the Department will base the reduction on the

volume of material within the defective area (the deficiency lane length by the lane width by

layer thickness) multiplied by the maximum specific gravity of the mix as determined through

the following equation:

Quantity (tons) = L x W x t x Gmm x 0.0024

Where: L = Deficiency Lane length (ft.) 290FY 2023-24Return to Table of Contents

W = Lane width (ft.)

t = Layer thickness (in.)

Gmm = Maximum specific gravity from verified mix design

For FC-5 open-graded friction course, the Department will base the reduction on

the area within the defective area (the deficiency lane length by lane width) multiplied by a

spread rate of 80 pounds per square yard as determined through the following equation:

Quantity (tons) = L x W x 0.0044

Where: L = Deficiency Lane length (ft.)

W = Lane width (ft.)

330-10Protection of Finished Surface

Keep sections of newly compacted asphalt concrete, which are to be covered by

additional courses, clean until the successive course is laid.

Do not dump embankment or base material directly on the pavement. Dress shoulders

before placing the friction course on adjacent pavement.

Equip blade graders operating adjacent to the pavement during shoulder construction

with a 2 inch by 8 inch or larger board, or other attachment providing essentially the same

results, attached to their blades so it extends below the blade edge and protects the pavement

surface from damage by the grader blade.

To prevent rutting or other distortion, protect sections of newly finished dense-graded

friction course and the last structural layer before friction course from traffic until the surface

temperature has cooled below 160ºF.

The Contractor may use artificial methods to cool the pavement to expedite paving

operations. The Department may direct the Contractor to use artificial cooling methods when

maintenance of traffic requires opening the pavement to traffic at the earliest possible time. 291FY 2023-24Return to Table of Contents SUPERPAVE ASPHALT CONCRETE

334-1Description

334-1.1General : Construct a Superpave Asphalt Concrete pavement with the type of

mixture specified in the Contract Documents , or when offered as alternates, as selected. Superpave mixes are identified as Type SP-9.5, Type SP-12.5 or Type SP-19.0. Obtain Superpave Aspha lt Concrete from a plant that is currently on the Department’s Production Facility Listing. Producers seeking inclusion on the list shall meet the requirements of Section 105. Producers must meet the requirements of Section 320 for plant and equipment and the general construction requirements of Section 330.

334-1.2Traffic Levels: The requirements for Type SP Asphalt Concrete mixtures are

based on the design traffic level of the project. The traffic levels for the project are as specified in the Contract Documents.

334-1.3Gradation Classification: The Superpave mixes are classified as fine and are

defined in 334 -3.2.2. The equivalent AASHTO nominal maximum aggregate size Superpave mixes are as follows: Type SP-9.5................................ ............................... 9.5 mm Type SP-12.5................................ ........................... 12.5 mm Type SP-19.0................................ ........................... 19.0 mm

334-1.4Thickness: The total thickness of the Type SP asphalt layers will be the plan

thickness as shown in the Contract Documents. Before paving, propose a thickness for each individual layer meeting the requirements of this specification, which when combined with other layers (as applicable) will equal the plan thickness. For construction purposes, the plan thickness and individual layer thickness will be converted to spread rate based on the maximum specific gravity of the a sphalt mix being used, as well as the minimum density level, as shown in the following equation:

Spread rate (lb/yd2) = t x G mm x 43.3 Where: t = Thickness (in.) ( plan thickness or individual layer thickness) Gmm = Maximum specific gravity from the verified mix design

The weight of the mixture shall be determined as provided in 320 -3.2. For target purposes only, spread rate calculations should be rounded to the nearest whole number. Note: Plan quantities are based on a G mm of 2.540, corresponding to a spread rate of 110 lb/yd2-in. Pay quantities will be based on the actual maximum specific gravity of the mix being used. 334-1.4.1 Layer Thicknesses: The allowable layer thicknesses for Type SP Asphalt Concrete mixtures are as fol lows: Type SP-9.5................................ ................. 1 to 1-1/2 inches Type SP-12.5................................ ............... 1-1/2 to 3 inches Type SP-19.0................................ ..................... 2 to 4 inches 292 FY 2023-24 Return to Table of Contents