410QC/QA HMA – SMA PAVEMENT

410.01Description

This work shall consist of one course of QC/QA HMA – SMA mixture constructed on prepared foundations in accordance with 105.03.

410.02Quality Control

The SMA mixture shall be supplied from a certified HMA pl ant in accordance with ITM 583, Certified Hot Mix Asphalt Producer Program. The QCP shall be modified to include the requirements for the SMA mixtures. The SMA shall be 10 transported and placed according to the QCP prepared and submitted by the Contractor in accordance with ITM 803, Contractor Quality Control Plans for Hot Mix Asphalt Pavements. The QCP shall be submitted to the Engineer at least 15 days prior to commencing SMA paving operations.

When a safety edge is required for a project, the QCP shall identify the device or devices in accordance with 409.03(c) to be used for constructing the safety edge.

MATERIALS

410.03Materials

Materials shall be in acco rdance with the following:

Asphalt Materials PG Binder, PG 76-22, PG 70-22 .......................... 902.01(a) Coarse Aggregates, Class AS ...................................... 904.03 Fine Aggregates (sand, mineral filler) ......................... 904.02 Stabilizing Additives ................................................... AASHTO M 325 410.03

410.04Design Mix Formula 30

A DMF shall be prepared in accordance with 410.05 an d submitted in a format acceptable to the Engineer one week prior to use. The DMF shall state the maximum particle size in the mixture. The DMF shall state the calibration factor, test temperature and absorption factors to be used for the determination of binder content using the ignition oven in accordance with ITM 586, the binder content by extraction in accordance with ITM 571, ǻ3E GHWHUPLQHG LQ DFFRUGDQFH ZLWK ,70  WKH aggregate degradation loss value in accordance with ITM 220 and a Mixture Adjustment Factor, MAF. The DMF shall state the source, type dosage rate of any stabilizing additives. The DMF will be based on the ESAL and mixture designation. No mixture shall be used until the DMF has been assigned a mixture number by the 40 DTE.

The ESAL category identified in the pay item correlates to the following ESAL ranges:

ESAL Category ESAL 2* < 3,000,000 3 3,000,000 to < 10,000,000 4* > 10,000,000 * A category 2 mixture shall replace a category 1 mixture and a category 4 mixture shall replace a category 5 mixture.

The plant discharge temperature for any mixture shall not be more than 315°F whenever PG 70-22 binder is used or not more than 325°F whenever PG 76-22 binder is used. SMA may be produced using a water-injection foaming device. The DMF 50 shall list the minimum and maximum plant discharge temperatures as applicable to the mixture.

410.05SMA Mix Design

The DMF shall be determined for each mixture from a SMA mix design by a design laboratory selected from the Department’s list of Qualified Mix Design Laboratories. A SMA mixture shall be designed in accordance with ITM 220, AASHTO M 325 and AASHTO R 46 except the design gyrations shall be 75 for all ESAL categories. All loose mixture shall be conditioned for 4 h in accordance with AASHTO R 30 prior to testing. Steel furnace sl ag coarse aggregate, when used in an 60 intermediate mixture application, shall have a deleterious content less than 4.0% as determined in accordance with ITM 219.

The single percentage of aggregate passi ng each required sieve shall be within the limits of the following gradation table.

410.04

SMA GRADATION CONTROL LIMITS Mixture Designation 9.5 mm 12.5 mm 19.0 mm Sieve Size Lower Upper Lower Upper Lower Upper 1 1/2 in. (37.5 mm) 100.0 100.0 1 in. (25.0 mm) 100.0 100.0 99.0* 100.0 3/4 in. (19.0 mm) 100.0 100.0 99.0* 100.0 90.0 99.0 1/2 in. (12.5 mm) 99.0* 100.0 90.0 99.0 50.0 88.0 3/8 in. (9.5 mm) 70.0 95.0 50.0 80.0 25.0 60.0 No. 4 (4.75 mm) 30.0 50.0 20.0 35.0 20.0 28.0 No. 8 (2.36 mm) 20.0 30.0 16.0 24.0 16.0 24.0 No. 16 (1.18 mm) --- 21.0 --- --- --- --- No. 30 (600 μm) --- 18.0 --- --- --- --- No. 50 (300 μm) --- 15.0 --- --- --- --- No. 200 (75 μm) 8.0 12.0 8.0 11.0 8.0 11.0 * The lower % passing gradation may be 98.0% when SMA RAP material in accordance with 410.06 is used in the SMA mixture.

The optimum binder and aggregate gradation content shall produce Dǻ3E” as determined in accordance with ITM 591 and 4.0% air voids. The maximum specific gravity shall be mass determined in wa ter in accordance with AASHTO T 209. The 70 percent draindown for SMA mixture sha ll not exceed 0.30% in accordance with AASHTO T 305.

The MAF equals the Gmm from the mixture design divided by the following:

If the MAF calculation resu OWVLQDYDOXHZKHUH”0$)”WKHQWKH MAF shall be considered to be 1.000. If the MAF is greater than 1.020, the calculated MAF value shall have 0.020 subtracted from the value. If the MAF is less than 0.980, 80 the calculated MAF value shall have 0.020 added to the value. The MAF does not apply to OG mixtures.

The mixture shall be tested for moisture susceptibility in accordance with AASHTO T 283 except that the loose mixture curing shall be replaced by mixture conditioning for 4 h in accordance with AASHTO R 30. The minimum tensile strength ratio, TSR, shall be 70%. The 6 in. mixture specimens shall be compacted to 6.0 ±1.0% air voids in accordance with AASHTO T 312. Specimens shall be prepared using freeze-thaw preconditioning. If anti-stripping additives are added to the mixture to be in accordance with the minimum TSR requirements, the dosage rate shall be submitted 90 with the DMF.

410.05

The fine aggregate portion of the aggregate blend shall be non-plastic as determined in accordance with AASHTO T 90.

A change in the source or types of aggregates or a change in source or type of stabilizing additives shall require a new DMF.

A PG binder grade or source change will not require a new mix design. If the upper temperature classification of the PG binder is lower than the original PG grade, 100 a new TSR value is required.

The specific gravity of SF and the Gsb of the aggregate blend containing SF may be adjusted once per contract upon notification by the SF source and approval by the DTE. A new DMF is not required for this adjustment.

The mixture design compaction temperature for the specimens shall be 300 ±9°F.

Voids in Mineral Aggregate, VMA, Criteria Mixture Designation Minimum VMA, % 19.0 mm 15.0 12.5 mm 16.0 9.5 mm 17.0

410.06Recycled Materials 110

Recycled materials shall be in accordance with 401.06 for dense graded mixtures except non-SMA RAP material for use in the SMA mixture shall be 100% passing the 3/8 in. (9.5 mm) sieve and 95 to 100% passing the No. 4 (4.75 mm) sieve.

SMA RAP material shall be the product derived by exclusively milling an existing SMA mixture. The SMA RAP material sha ll pass the maximum size sieve for the mixture being produced as follows:

SMA RAP GRADATION, % Sieve Size Mixture Designation 9.5 mm 12.5 mm 19.0 mm Lower Upper Lower Upper Lower Upper 1 1/2 in. (37.5 mm) 100.0 100.0 1 in. (25.0 mm) 100.0 100.0 95.0 100.0 3/4 in. (19.0 mm) 100.0 100.0 95.0 100.0 --- --- 1/2 in. (12.5 mm) 95.0 100.0 --- --- --- ---

The Contractor may request the use of SMA RAP material in the SMA mixture 120 provided the material is stockpiled separately at the plant and the material properties were determined in accordance with ITM 584 during stockpile construction. The request shall include all QC test results describing the stockpile composition. The 410.06

Engineer will obtain a representative sample of the SMA RAP material in accordance with ITM 207 for testing in accordance with ITM 590 to verify the proposed design value.

410.07Lots and Sublots

Lots will be defined as 4,000 t of SMA intermediate mixture or 2,400 t of SMA surface mixture. Lots will be further sub-divided into sublots not to exceed 1,000 t of 130 SMA intermediate mixture or 600 t of SMA surface mixture. Partial sublots of 100 t or less will be added to the previous sublot. Partial sublots greater than 100 t constitute a full sublot.

410.08Job Mix Formula

A JMF shall be developed by a certified HMA producer in accordance with ITM 583. A JMF used for SMA mixture in the current calendar year will be allowed.

The aggregate and recycled materials blend percentage and the amount passing all sieves on the DMF may be adjusted provided the gradation limits do not exceed the 140 requirements of 410.05. Adjustments to the aggregate and recycled materials blend percentage, gradation and the new combined aggregate bulk specific gravity shall be included on the JMF.

The total binder content on the JMF may be determined by adjusting the DMF a maximum of r0.3%. The recycled materials binder content may be adjusted as part of the total binder content provided the binder replacement percentage is in accordance with 410.06.

The mixture compaction temperature shall be 300 ±9°F. The JMF shall list the 150 minimum and maximum plant discharge temper atures as applicable to the mixture. The JMF for each mixture shall be submitted to the Engineer.

410.09Acceptance of Mixtures

Acceptance of mixtures for binder content and gradation for each lot will be based on tests performed by the Engineer. The Engineer will randomly select the location within each sublot for sampling in accordance with ITM 802. An acceptance sample will consist of one plate sample at the random location. A backup sample will consist of one plate sample located 2 ft towards the center of the mat from the acceptance sample. 160

Samples from each location shall be obtaine d from each sublot from the pavement in accordance with ITM 580. The Engineer will take immediate possession of the samples.

A maximum specific gravity sample and a binder content and gradation sample will be obtained from the plate sample in accordance with ITM 587. The binder content will be determined in accordance with ITM 586 or ITM 571 as directed by the Engineer and the gradation will be determined in accordance with AASHTO T 30. The 410.09

maximum specific gravity will be mass determined in water in accordance with 170 AASHTO T 209. The test results of the sublots will be averaged and shall meet the requirements for tolerances from the JMF for each sieve and binder content.

The Engineer will make the sublot acceptance test results available after receiving the sublot quality control results from the Contractor.

ACCEPTANCE TOLERANCE FOR MIXTURES (Percent Mass) Mixture Number of Tests Sieve Size *25.0 mm *19.0 mm *12.5 mm *9.5 mm *4.75 mm 2.36 mm

μm

μm Surface 1 --- --- --- --- --- 8.0 4.0 2.5 2 --- --- --- --- --- 5.7 2.8 2.1 3 --- --- --- --- --- 4.6 2.3 1.8 4 --- --- --- --- --- 4.0 2.0 1.5 Intermediate 1 --- --- --- --- --- 10.0 6.0 2.0 2 --- --- --- --- --- 7.0 4.2 1.4 3 --- --- --- --- --- 5.8 3.5 1.2 4 --- --- --- --- --- 5.0 3.0 1.0 * The acceptance tolerance for this sieve shall be the applicable composition limits specified in 410.05.

ACCEPTANCE TOLERANCE FOR BINDER Binder Content Number of Tests 1 2 3 4 % Binder 0.7 0.5 0.4 0.3

Acceptance of mixtures for range will be determined using the results of sublot tests performed by the Engineer from each lo t. If the range is not in accordance with 180 the requirements, adjustment points will be assessed in accordance with 410.19(a).

ACCEPTANCE TOLERANCE FOR RANGE (±Percent Mass) Sieve Size and Binder Content Percentage Points Surface Intermediate No. 8 (2.36 mm) 12.0 15.0 No. 30 (600 μm) 6.0 9.0 No. 200 (75 μm) 2.0 3.0 % Binder 1.0 1.0

Acceptance tolerances for bi nder content and gradation will be as set out above

for the number of tests performed. The acceptance tolerance for range will be as set

out above for lots of more than one sublot. The range of binder shall be the difference

between the highest sublot binder content and the lowest sublot binder content in one

410.09

357

lot. The range of gradation shall be the difference between the highest sublot percent

passing and the lowest sublot percent passing each required sieve in one lot.

190

Single test values and averages will be reported to the nearest 0.1%. Rounding

will be in accordance with 109.01(a).

Lot adjustment points will be assessed in accordance with 410.19(a) when the

average or range for binder content or gradation are not met.

The Contractor may request an appeal of the Engineer’s test results in accordance

with 410.20.

A binder draindown test in accordance with AASHTO T 305 shall be completed200

once per lot in accordance with 410.07 and shall not exceed 0.30%.

A Type C certification in accordance with 916 shall be provided for the stabilizing

additives for each shipment. Stabilizing additives from different manufacturers and

different types of additives shall not be intermixed.

In the event than an acceptance sample is not available to represent sublot, all test

results of the previous sublot will be used for acceptance. If the previous sublot is not

available, the subsequent sublot will be used for acceptance.

210

Samples shall not be obtained from areas placed with paving equipment in

accordance with 409.03(c)2 or 409.03(c)3. If a random location falls within this area,

the Engineer will randomly select another location within the sublot for sampling. If

an entire sublot falls within this area, test results from the previous sublot will be used

for acceptance. If the previous sublot is not available, the subsequent sublot will be

used for acceptance.

CONSTRUCTION REQUIREMENTS

410.10General220

Equipment for SMA operations shall be in accordance with 409. The Contractor

shall submit to the Engineer, prior to use, a written Certificate of Compliance that the

proposed paving equipment has been modified in accordance with 401.10 or is new

and includes the modifications.

Fuel oil, kerosene, or solvents shall not be transported in open containers on

equipment. Cleaning of equipment and small tools shall not be performed on the

pavement or shoulder areas.

SMA mixtures shall not exhibit segregation, flushing, or bleeding. Corrective230

action shall immediately be taken to prevent continuation of these conditions.

Segregated, flushed, or bleeding of SMA mixtures will be referred to the Department’s

410.10

358

Division of Materials and Tests for adjudication as a failed material in accordance with

105.03

All mixtures that become loose and broken, mixed with dirt, or are in any way

defective shall be removed and replaced in accordance with 105.03.

410.11Preparation of Surfaces to be Overlaid

Milling of an existing pavement surface shall be in accordance with 306. Surfaces240

on which a mixture is placed shall be free from objectionable or foreign materials at

the time of placement.

Milled asphalt surfaces and asphalt surfaces shall be tacked in accordance with

406. Contact surfaces of curbing, gutters, manholes, and other structures shall be

tacked in accordance with 406.

410.12Process Control

The Engineer and Contractor will jointly review the operations to ensure

compliance with the QCP. Continuous violations of compliance with the QCP will250

result in suspension of paving operations.

410.13Weather Limitations

SMA courses shall be placed when the ambient temperature and the temperature

of the surface on which it is to be placed is 45°F or above.

410.14Spreading and Finishing

The mixture shall be placed upon an approved surface by means of a paver or

other mechanical devices in accordance with 409.03. Mixtures in areas inaccessible to

mechanical devices may be placed by other methods. The temperature of mixture at260

the time of spreading shall be no more than 315°F whenever PG 70-22 binder is used

or no more than 325°F whenever PG 76-22 binder is used. The temperature of each

mixture shall not be less than 245°F at the time of spreading when placed with paving

equipment in accordance with 409.03(c)2 or 409.03(c)3. No mixture shall be placed

on a previously paved course that has not cooled to less than 175°F.

Prior to paving, both the planned quantity and lay rate shall be adjusted by

multiplying by the MAF. When mixture is produced from more than one DMF or JMF

for a given pay item, the MAF will be applied to the applicable portion of the mixture

for each.270

Planned SMA courses greater than 220 lb/sq yd placed under traffic, shall be

brought up even with each adjacent lane at the end of each work day. Planned SMA

courses less than or equal to 220 lb/sq yd shall be brought forward concurrently, within

practical limits, limiting the work in one lane to not more than one work day of

production before moving back to bring forward the adjacent lane.

Hydraulic extensions on the paver will not be allowed for continuous paving

operations. Fixed extensions or extendable screeds shall be used on courses greater

410.11

359

than the nominal width of the paver except in areas where the paving widths vary.280

Hydraulic extensions may be used in tapers and added lanes less than 250 ft in length.

Automatic slope and grade controls will be required and shall be outlined in the

QCP.

SMA mainline and SMA shoulders which are 8 ft or more in width shall be placed

with automatic paving equipment.

The rollers shall be operated to avoid shoving of the SMA and at speeds not to

exceed 3 mph. Rollers shall be in accordance with 409.03(d)1, 409.03(d)2, or290

409.03(d)7. Vibratory rollers meeting the requirements of 409.03(d)4 may be used but

shall not be operated in vibratory mode, except the vibratory mode may be used on the

first pass to the paver. Oscillatory rollers in accordance with 409.03(d)5 will be

allowed for use but the vertical impact force capability shall not be used, except the

vertical impact force capability may be used on the first pass to the paver.

The finished thickness of any course shall be at least two times but not more than

five times the maximum particle size as shown on the DMF.

A safety edge shall be constructed at locations where the surface mixture is300

constructed adjacent to an aggregate or earth shoulder.

410.15Joints

Longitudinal joints in the surface shall be at the lane lines of the pavement.

Hot poured joint adhesive in accordance with 906 shall be applied to longitudinal

joints constructed between two adjacent HMA courses in the top course of dense

graded intermediate mixtures and all 9.5 mm and 12.5 mm SMA mixture courses. This

includes joints within the traveled way as well as between any of the following:

310

The material shall be heated in a jacketed, double boiler melting kettle. The kettle

shall have an attached pressure feed wand system with applicator shoe.

The joint adhesive shall be applied to the face of the previously constructed edge

at the joint using a wand applicator. Prior to application of the joint adhesive, the joint

face shall be dry and free of loose material and foreign objects. The adhesive shall be320

applied on the joint face 1/8 in. thick at the temperature recommended by the

manufacturer. Excess joint adhesive shall not be allowed to pool on the top of the

previously constructed pavement course or the pavement to be overlaid. The

application of the adhesive shall be made within the same day, but at least 30 minutes

prior to construction of the longitudinal joint.

410.15

360

Transverse joints shall be constructed by exposing a near vertical full depth face

of the previous course. For areas inaccessible to rollers, other mechanical devices shall

be used to achieve the required density.

330

If constructed under traffic, temporary transverse joints shall be feathered to

provide a smooth transition to the driving surface.

410.16Density

Acceptance will be based on lots and sublots in accordance with 410.07.

The Engineer’s acceptance test results for each sublot will be available after the

sublot and testing are complete.

Sublot and lot density values will be reported to the nearest 0.1%. Rounding will340

be in accordance with 109.01(a).

Density acceptance for all SMA mixtures shall be based on cores cut from the

compacted pavement and analysis of pavement samples obtained in accordance with

ITM 580. Acceptance will be based on lots and sublots in accordance with 410.07.

The Engineer will randomly select two locations in accordance with ITM 802, within

each sublot for coring. The transverse core location will be located so that the edge of

the core will be no closer than 3 in. from a confined edge or 6 in. from a non-confined

edge of the course being placed. The maximum specific gravity will be determined

from the sample obtained in 410.09.350

The Contractor shall obtain cores in the presence of the Engineer with a device

that shall produce a uniform 6.00 ±0.25 in. diameter pavement sample. Surface courses

shall be cored within one work day of placement. Damaged core shall be discarded

and replaced with a core from a location selected by adding 1 ft to the longitudinal

location of the damaged core using the same transverse offset.

The Contractor and the Engineer shall mark the core to define the course to be

tested. If the core indicates a course thickness of less than two times the maximum

particle size, the core will be discarded and a core from a new random location will be360

selected for testing.

Cores shall not be obtained from areas placed with paving equipment in

accordance with 409.03(c)2 or 409.03(c)3. If a random location falls within this area,

the Engineer will randomly select another location within the sublot for coring. If an

entire sublot falls within this area, test results from the previous sublot will be used for

acceptance. If the previous sublot is not available, the subsequent sublot will be used

for acceptance.

The Engineer will take immediate possession of the cores. If the Engineer’s cores370

are subsequently damaged, additional coring within a specific sublot or sublots will be

the responsibility of the Department. Subsequent core locations will be determined by

410.16

361

subtracting 1 ft from the random location using the same transverse offset.

The density of the mixture will be expressed as:

Density, % = BSG

MSG x 100

where:

BSG = average bulk specific gravity

MSG = maximum specific gravity380

Samples for the bulk specific gravity and maximum specific gravity will be dried

in accordance with ITM 572. The Engineer will determine the bulk specific gravity of

the cores in accordance with AASHTO T 166, Method A or AASHTO T 331, if

required. The maximum specific gravity will be mass determined in water in

accordance with AASHTO T 209. The target value for density of SMA mixtures of

each sublot shall be 93.0%.

The densities of the sublots will be averaged to determine the density of the lot.

390

Within one work day of coring operations, the Contractor shall clean, dry, and

refill the core holes with either SMA of similar or smaller size particles or bridge deck

repair material from the QPL of Rapid Setting Patch Materials. The rapid setting patch

material shall be mixed in a separate container and placed in the hole in accordance

with the manufacturer’s recommendations, consolidated by rodding, and struck-off

flush with the adjacent pavement. The Contractor’s plan for refilling core holes shall

be outlined in the QCP.

410.17Pavement Corrugations

Pavement corrugations shall be in accordance with 606.400

410.18Pavement Smoothness

The pavement smoothness will be evaluated and determined in accordance with

401.18

410.19Adjusted Points

When test results for mixture properties or density exceed the allowable

tolerances, adjustment points will be assessed. The adjustment points will be used to

calculate a quality assurance adjustment quantity, q, for the lot. Quality assurance

adjustment points for smoothness will be in accordance with 401.19(c).410

The adjustment for mixture properties and density are calculated as follows:

q = 1.00 x (L x U x P/100)/MAF

where:

q = quality assurance adjustment quantity

L = lot quantity

410.19

362

U = unit price for the material, $/ton

P = total adjustment points

The total quality assurance adjustments is to be calculated as follows:

Q = Q s ™ Tm + q d)

where:420

Q = total quality assurance adjustment quantity

Q s = quality assurance adjustment for smoothness as calculated in 401.19(c)

q m = lot adjustments for mixtures

q d = lot adjustments for density

If the total adjustment points for a lot are greater than 15, the pavement will be

evaluated by the Division of Materials and Tests. If the Contractor is not required to

remove the mixture, quality assurance adjustments of the lot will be assessed or other

corrective actions as determined by the Division of Materials and Tests.

When test results for the mixture furnished exceeded the allowable tolerances,

adjustment points will be assessed as follows:

430

ADJUSTMENT POINTS FOR GRADATION

Adjustment Points

Sieve Size

25.0

mm

19.0

mm

12.5

mm

9.5

mm

4.75

mm

2.36

mm

600

μm

75

μm

For each 0.1% up to 1.0%

out of tolerance 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3

For each 0.1% above 1.0%

out of tolerance 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.6

Gradation adjustment points for the lot shall be the sum of points calculated for

up to 1% out of tolerance and the points calculated for greater than 1% out of tolerance

in accordance with 410.09.

Binder content adjustment points for the lot shall be two points for each 0.1%

above the tolerance or four points for each 0.1% below the tolerance in accordance

with 410.09.

440

When test results for the mixture furnished exceed the allowable range in

accordance with 410.09, adjustment points will be assessed as follows:

410.19

363

ADJUSTMENT POINTS FOR RANGE

Sieve Size and

Binder Content

Adjustment Points

(For each 0.1% out of range)

No. 8 (2.36 mm) 0.1

No. 30 (600 μm) 0.1

No. 200 (75 μm) 0.1

% Binder 1.0

For mixtures produced during a certified HMA plant’s adjustment period,

adjustment points will not be assessed if the mixture produced is in accordance with

the following:

allowable tolerance limits shown in 410.09.450

exceed the limits shown in 410.09.

requirements of 410.09.

If the mixture is not in accordance with these requirements, adjustment points will

be assessed in accordance with 410.09 for variations exceeding the requirements

shown above.460

When the density of the lot is outside the allowable tolerances, adjustment points

will be assessed as follows:

DENSITY

Percentages are

based on %MSG Pay Adjustments, %

> 97.0 Submitted to the Division of Materials and Tests*

93.0 – 97.0 0.00

92.0 – 92.9 0.20 points for each 0.10% below 93.0

91.0 – 91.9 2.00 + 0.40 points for each 0.10% below 92.0

89.0 – 90.9 6.00 + 1.00 points for each 0.10% below 91.0

” Submitted to the Division of Materials and Tests*

* Test results will be considered and adjudicated as a failed material in accordance

with normal Department practice as listed in 105.03.

410.20Appeals

If the QC test results do not agree with the acceptance test results, a request, along

with the QC test results, may be made in writing for additional testing. Additional

410.20

364

testing may be requested for one or more of the following tests: binder content,470

gradation, or MSG of the mixture samples, and bulk specific gravity of the density

cores. The request for the appeal for MSG, BSG of the density cores or binder content

and gradation shall be submitted within seven calendar days of receipt of the

Department’s written results for that sublot. The sublot and specific tests shall be

specified at the time of the appeal request. Only one appeal request per sublot is

allowed. Once the appeal request has been granted, the Engineer will perform

additional testing.

The appeal results will replace all previous test results for acceptance of mixture

in accordance with 410.09 and density in accordance with 410.16. The results will be480

furnished to the Contractor. The backup mixture samples or density cores will be tested

in accordance with the following:

The backup MSG will be dried in accordance with ITM 572 and mass determined

in water in accordance with AASHTO T 209.

The backup binder content and gradation sample will be prepared and tested in

accordance with the test methods that were used for acceptance.490

Cores shall be taken within seven calendar days unless otherwise directed.

Additional core locations will be determined by adding 1 ft longitudinally of the cores

tested using the same transverse offset. The cores will be dried in accordance with

ITM 572 and tested in accordance with AASHTO T 166, Method A or AASHTO T

331, if required. The Contractor shall clean, dry, and refill the core holes with SMA or

HMA surface materials within one work day of the coring operations.

410.21Method of Measurement500

SMA mixtures will be measured by the ton of the type specified, in accordance

with 109.01(b). The measured quantity will be divided by the MAF to determine the

pay quantity.

Joint adhesive will be measured by the linear foot in accordance with 109.01(a).

410.22Basis of Payment

The accepted quantities for this work will be paid for at the contract unit price per

ton for QC/QA – HMA, of the type specified, – SMA, complete in place.

510

Payment for furnishing, calibrating, operating the inertial profiler, and furnishing

IRI profile information will be made in accordance with 401.18.

Furnishing and operating the 16 ft straightedge shall be included in the cost of

other pay items within this section.

410.21

365

Joint adhesive will be paid for by the linear foot, complete in place.

Adjustments to the contract payment with respect to mixture, density, and

smoothness for mixture produced will be included in a quality assurance adjustment520

pay item. The unit price for this pay item will be $1.00 and the quantity will be in units

of dollars. The quantity is the total calculated in accordance with 410.19. A change

order will be prepared to reflect contract adjustments in accordance with 109.05.

Payment will be made under:

Pay Item Pay Unit Symbol

Joint Adhesive, ____________ ................................................. LFT

course type530

QC/QA - HMA, _____, _____, _____, ______ mm, - SMA .... TON

(ESAL (1) )(PG (2) )(Course (3) )(Mix (4) )

Quality Assurance Adjustment .................................................. DOL

(1) ESAL Category as defined in 410.04

(2) Number represents the high temperature binder grade. Low

temperature grades are - 22

(3) Surface or Intermediate

(4) Mixture Designation

Preparation of surfaces to be overlaid shall be included in the cost of other pay540

items within this section.

Coring and refilling of the pavement holes shall be included in the cost of other

pay items within this section.

No payment will be made for additional anti-stripping additives, appeal coring or

related traffic control expenditures for coring operations.

Corrections for pavement smoothness shall be included in the cost of other pay

items within this section.550

The price for inertial profiler, HMA will be full compensation regardless of how

often the inertial profiler is used or how often the IRI is determined.