401QC/QA HMA PAVEMENT

401.01Description

This work shall consist of one or more courses of QC/QA HMA base, intermediate, or surface mixtures constructed on prepared foundations in accordance with 105.03.

401.02Quality Control

The HMA shall be produced from a certified HMA plant in accordance with ITM 583, Certified Hot Mix Asphalt Producer Program. 10

The HMA shall be transported and pl aced according to a 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 HMA paving operations.

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

MATERIALS

401.03Materials

Materials shall be in acco rdance with the following:

Asphalt Materials PG Binder ............................................................. 902.01(a) Coarse Aggregates ....................................................... 904.03 Base Mixtures – Class D or Higher Intermediate Mixtures – Class C or Higher 30 Surface Mixtures* – Class B or Higher Fine Aggregates ........................................................... 904.02 Stabilizing Additives ................................................... AASHTO M 325 * Surface aggregate requirements are listed in 904.03(d).

401.04Design Mix Formula

A DMF shall be prepared in accordance with 401.05 an d submitted in a format acceptable to the Engineer one week prior to use. The DMF shall be based on the ESAL category identified in the pay item and shall state the mixture designation and maximum particle size in the mixture. No mixture shall be used until the DMF has 40 been assigned a mixture number by the DTE.

401.04

The DMF shall state the binder content, the ǻ3Eas determined in accordance with ITM 591, and the MAF. The DMF shall state the source, type, and dosage rate of any stabilizing additives.

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 64-22 or PG 70-22 binders are used or not more than 325°F whenever PG 76-22 binder is used. QC/QA HMA may be produced using a water-injection foaming device. The DMF shall list the minimum and maximum plant discharge temperatures as applicable to the mixture.

401.05Volumetric Mix Design

The DMF shall be determined for each mi xture from a volumetric mix design by a design laboratory selected from the Department’s list of Qualified Mix Design 60 Laboratories. A volumetric mixture shall be designed in accordance with AASHTO R 35 and the respective AASHTO reference as listed below.

All loose mixtures shall be conditione d for 4 h in accordance with AASHTO R 30 prior to testing. Steel furnace slag coarse aggregate, when used in an intermediate or base mixture application, shall have a deleterious content less than 4.0% as determined in accordance with ITM 219.

Bulk Specific Grav ity and Density of Compacted Asphalt Mixtures using 70 Automatic Vacuum Sealing ...................................... AASHTO T 331

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

401.05

Sieve Size Dense Graded, Mixture Designation – Control Point (Percent Passing) 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm** 2 in. (50.0 mm) 1 1/2 in. (37.5 mm) 100.0 1 in. (25.0 mm) 90.0 - 100.0 100.0 3/4 in. (19.0 mm) < 90.0 90.0 - 100.0 100.0 1/2 in. (12.5 mm) < 90.0 90.0 - 100.0 100.0 100.0 3/8 in. (9.5 mm) < 90.0 90.0 - 100.0 95.0 - 100.0 No. 4 (4.75 mm) < 90.0 90.0 - 100.0 No. 8 (2.36 mm) 19.0 - 45.0 23.0 - 49.0 28.0 - 58.0 32.0 - 67.0* No. 16 (1.18 mm) 30.0 - 55.0 No. 30 (600 μm) No. 50 (300 μm) No. 200 (75 μm) 1.0 - 7.0 2.0 - 8.0 2.0 - 10.0 2.0 - 10.0 3.0 - 8.0 * The mix design gradation shall be less than or equal to 58.0% passing the No. 8 (2.36 mm) sieve for all 9.5 mm surface mixtures. The mix design gradation can be greater than 58.0% passing the No. 8 (2.36 mm) sieve when used on non-Department maintained facilities.

** The total blended aggregate gradation for the 4.75 mm mixture shall have a fineness modulus greater than or equal to 3.30 as determined in accordance with AASHTO T 27.

Primary Control Sieve, PCS, Control Point for Mixture Designation (Percent Passing) Mixture Designation 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm PCS 4.75 mm 4.75 mm 2.36 mm 2.36 mm n/a PCS Control Point 40 47 39 47 n/a

401.05

Sieve Size Open Graded, Mixture Designation – Control Point (Percent Passing) OG9.5 mm OG19.0 mm OG25.0 mm 1 1/2 in. (37.5 mm) 100.0 1 in. (25.0 mm) 100.0 70.0 – 98.0 3/4 in. (19.0 mm) 70.0 – 98.0 50.0 – 85.0 1/2 in. (12.5 mm) 100.0 40.0 – 68.0 28.0 – 62.0 3/8 in. (9.5 mm) 75.0 – 100.0 20.0 – 52.0 15.0 – 50.0 No. 4 (4.75 mm) 10.0 – 35.0 10.0 – 30.0 6.0 – 30.0 No. 8 (2.36 mm) 0.0 – 20.0 7.0 – 23.0 7.0 – 23.0 No. 16 (1.18 mm) 2.0 – 18.0 2.0 – 18.0 No. 30 (600 μm) 1.0 – 13.0 1.0 – 13.0 No. 50 (300 μm) 0.0 – 10.0 0.0 – 10.0 No. 100 (150 μm) 0.0 – 9.0 0.0 – 9.0 No. 200 (75 μm) 0 – 6.0 0.0 – 8.0 0.0 – 8.0 % Binder > 3.0 > 3.0 > 3.0

Dust/Calculated Effective Binder Ratio shall be 0.6 to 1.4. The Dust/Calculated Effective Binder Ratio for 4.75 mm mixtures shall be 1.0 to 2.0.

The optimum binder content shall produce Dǻ3E”DVGHWHUPLQHGLQ accordance with ITM 591 and the following air voids at N des:

AIR VOIDS AT OPTIMUM BINDER CONTENT Dense Graded Open Graded Mixture Designation 25.0 mm 19.0 mm 12.5 mm 9.5 mm 4.75 mm 25.0 mm 19.0 mm 9.5 mm Air Voids 5.0% 5.0% 5.0% 5.0% 5.0% 15.0% - 20.0% 12.0% - 17.0%

The design for dense graded mixtures shal l have at least four points, including a 90 minimum of two points above and one point below the optimum. A one point design may be used for open graded mixtures. The MSG shall be mass determined in water in accordance with AASHTO T 209. The BSG of the gyratory specimens shall be determined in accordance with AASHTO T 166, Method A or AASHTO T 331, if required, for dense graded and open graded mixtures.

The percent draindown of open graded mixtures shall not exceed 0.30% in accordance with AASHTO T 305. Open graded mixtures ma y incorporate recycled materials and fibers. The recycled materials shall be in accordance with 401.06. The fiber type and mini mum dosage rate shall be in accordance with AASHTO M 325. 100 The binder for open graded mixtures may have the upper temperature classification 401.05

reduced by 6°C from the specified binder grade if fibers are incorporated into the mixture or if 3.0% reclaimed asphalt shingles by weight of the total mixture is used.

The percent draindown of dense graded mixtures shall not exceed 0.30% in accordance with AASHTO T 305. Dense graded 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 TSR shall be 80%. The 6 in. mixture specimens shall be compacted in accordance with AASHTO T 312. If anti-stri pping additives are added to the mixture 110 to be in accordance with th e minimum TSR requi rements, the dosage rate shall be submitted with the 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, a new TSR value is required.

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

,IWKH0$)FDOFXODWLRQUHVXOWVLQDYDOXHZKHUH”0$)” 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, the calculated MAF value shall have 0.020 added to the value. The MAF does not apply to OG mixtures.

Changes in the source or types of aggregates shall require a new DMF. 130

The mixture design compaction temperature for the specimens shall be 300 ±9°F for dense graded mixtures and 260°F for open graded mixtures.

Design criteria for each mixture shall be based on the ESAL shown in the contract documents and shall be as follows:

401.05

GYRATORY COMPACTION EFFORT ESAL N ini* N des* N max* Max. %Gmm @ Nini Max. %Gmm @ Nmax Dense Graded 4.75 mm < 3,000,000 7 75 115 90.5 98.0 3,000,000 to < 10,000,000 8 100 160 89.0 98.0 > 10,000,000 8 100 160 89.0 98.0 Dense Graded 9.5 mm, 12.5 mm, 19.0 mm, and 25.0 mm < 3,000,000 5 30 40 91.5 97.0 3,000,000 to < 10,000,000 6 50 75 91.5 97.0 > 10,000,000 6 50 75 91.5 97.0 Open Graded All ESAL n/a 20 n/a n/a n/a * Nini, Ndes, Nmax - definitions are included in AASHTO R 35.

Voids in Mineral Aggregate, VMA, Criteria @ Ndes Mixture Designation Minimum VMA, % 4.75 mm 17.0 9.5 mm 16.0 12.5 mm 15.0 19.0 mm 14.0 25.0 mm 13.0 OG n/a

Volume of Effective Binder, Vbe, Criteria @ Ndes Mixture Designation Minimum Vbe, % 4.75 mm 12.0 9.5 mm 11.0 12.5 mm 10.0 19.0 mm 9.0 25.0 mm 8.0 OG n/a

401.05

Voids Filled with Asphalt, VFA, Criteria @ Ndes ESAL VFA, % < 3,000,000 60 – 73 3,000,000 to < 10,000,000 60 – 70 •10,000,000 60 – 70 Notes:

GHVLJQWUDIILFOHYHOV•,000,000 ESALs.

for design traffic levels < 300,000 ESALs.

401.06Recycled Materials

Recycled materials may consist of RAP or RAS or a blend of both. RAP shall be the product resulting from the cold milling or crushing of an existing HMA pavement. Before entering the plant, RAP shall be processed so that 100% will pass the 2 in. (50 mm) sieve. Before entering the plant, RAS shall be processed so that 100% will pass 150 the 3/8 in. (9.5 mm) sieve. The RAP coarse aggregate shall pass the maximum size sieve for the mixture being produced.

RAP for the ESAL category 3 and 4 surface mixtures shall be a fine RAP with 100% passing the 3/8 in. (9.5 mm) sieve and 95 to 100% passing the No. 4 (4.75 mm) sieve. The Contractor may request the use of coarse RAP in a category 4 surface mixture up to a maximum 20.0% by volume of material retained on the No. 4 (4.75 mm) sieve. The election to use coarse RAP in a category 4 surface mixture will void the allowed use of crushed stone and gravel coarse aggregate materials in accordance with 904.03(d). SMA RAP as defined in 410.06 shall not be used in any HMA mixture. 160

Recycled materials may be used as a s ubstitute for a portion of the new materials required to produce HMA mixtures. The amount of total binder replaced by binder in the recycled material shall be computed as follows:

Binder Replacement, % = (A x B)+(C x D) E

where: A = RAP, % Binder Content by Mass of RAP B = RAP, % by Total Mass of Mixture C = RAS, % Binder Content by Mass of RAS 170 D = RAS, % by Total Mass of Mixture E = Total, % Binder Content by Total Mass of Mixture.

RAS may be obtained from either pre-consumer or post-consumer asphalt shingles. The two RAS types shall not be blended together for use in HMA mixtures.

401.06

Post-consumer asphalt shingles shall be in accordance with the following:

180

(4.75 mm) sieve shall not exceed 0.5% by mass,

paper, wood, and plastic retained on or above the No. 4 (4.75 mm)

sieve shall not exceed 1.5% by mass, and

with an IDEM Legitimate Use Approval letter. The approval letter

shall be submitted with the DMF to the Engineer.190

The recycled material percentages shall be as specified on the DMF. HMA

mixtures utilizing recycled materials shall be limited to the binder replacement

percentages in the following table:

HMA mixtures utilizing RAP or RAS or a blend of RAP and RAS

MAXIMUM BINDER REPLACEMENT, %

Mixture

Category

Base and Intermediate Surface

Dense Graded Open Graded Dense Graded

25.0

mm

19.0

mm

12.5

mm

9.5

mm

25.0

mm

19.0

mm

9.5

mm

12.5

mm

9.5

mm

4.75

mm

2 25.0* 25.0* 25.0*

3 25.0* 25.0* 25.0*

4 25.0* 25.0* 25.0*

* 7KHFRQWULEXWLRQRI5$6WRDQ\+0$PL[WXUHVKDOOEH” 3.0% by total mass of mixture

DQG”ELQGHUUHSODFHPHQW

The combined aggregate properties shall be in accordance with 904. The

combined aggregate bulk specific gravity shall be determined in accordance with ITM

584 and the combined aggregate gradation shall be in accordance with 401.05 for the200

HMA mixture specified.

401.07Lots and Sublots

Lots will be defined as 5,000 t of base or intermediate mixtures or 3,000 t of

surface mixture. Lots will be further sub-divided into sublots not to exceed 1,000 t of

base or intermediate mixtures or 600 t of 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. Partial lots of four sublots or less will be added to the previous lot to create

an extended lot.

210

401.07

309

401.08Blank

401.09Acceptance of Mixtures

Acceptance of mixtures for Vbe at Ndes , and air voids at Ndes for each lot will be

based on tests performed by the Engineer for dense graded 9.5 mm, 12.5 mm, 19.0

mm and 25.0 mm mixtures with original contract pay item quantities greater than or

equal to 300 t.

Acceptance of mixtures for binder content and air voids at Ndes will be based on a

Type D certification in accordance with 402.09 for dense graded mixtures with220

original contract pay item quantities less than 300 t. Acceptance of mixtures for binder

content and air voids at N des for each lot will be based on a Type D certification in

accordance with 402.09 for dense graded 4.75 mm mixtures.

Acceptance of mixtures for binder content and air voids at Ndes for each lot will

be based on tests performed by the Engineer for open graded mixtures with original

contract pay item quantities greater than or equal to 300 t. Acceptance of mixtures for

binder content and air voids at N des will be based on a Type D certification in

accordance with 402.09 for open graded mixtures with original pay item quantities

less than 300 t, except the air voids tolerance shall be ±3.5% from the DMF.230

The Engineer will randomly select the location within each sublot for sampling in

accordance with ITM 802. The first 300 t of the first sublot of the first lot for each

mixture pay item will not be sampled. An acceptance sample will consist of plate

samples obtained in accordance with ITM 802 and ITM 580. The Engineer will take

immediate possession of the samples.

Acceptance samples will be reduced to the appropriate size for testing in

accordance with ITM 587. The binder content and gradation will be determined in

accordance with ITM 571. The maximum specific gravity will be mass determined in240

water in accordance with AASHTO T 209.

The effective specific gravity, Gse, of the mixture will be determined in each

sublot and reported from the acceptance sample testing.

The total aggregate bulk specific gravity, Gsb, value will be determined in

accordance with ITM 597.

The air voids will be determined in accordance with AASHTO R 35 based on the

average bulk specific gravity from two gyratory specimens and the MSG for the sublot.250

The VMA will be determined in accordance with AASHTO R 35 based on the average

bulk specific gravity from two gyratory specimens, the percent aggregate in the

mixture from the sublot, and the BSG of the aggregate blend from the DMF as

applicable. The gyratory specimens will be prepared in accordance with AASHTO T

312.

401.09

310

The dust/calculated effective binder ratio and the volume of effective binder in

the mixture will be determined and reported from the acceptance sample testing

conducted in each sublot. The volume of effective binder will be the difference

between VMA and air voids. The Contractor shall take action in accordance with ITM260

583 to address a dust/calculated effective binder ratio not in accordance with 401.05,

a volume of effective binder in the mixture below design minimums, or a volume of

effective binder in the mixture greater than 2.0% above design minimums.

The bulk specific gravity of gyratory specimens for dense graded mixtures will

be determined in accordance with AASHTO T 166, Method A or AASHTO T 331, if

required, except samples are not required to be dried overnight. The bulk specific

gravity of gyratory specimens for open graded mixtures will be determined in

accordance with AASHTO T 331.

270

A binder draindown test in accordance with AASHTO T 305 for open graded

mixtures shall be completed once per lot in accordance with 401.07 and shall not

exceed 0.50%.

The Contractor shall make available the sublot quality control results within seven

calendar days from the date the acceptance sample was taken.

The Engineer will make available the sublot acceptance test results after receiving

the sublot quality control results from the Contractor.

280

Air voids, binder content and Vbe values will be reported to the nearest 0.01%.

Draindown test results will be rounded to the nearest 0.01%. Rounding will be in

accordance with 109.01(a).

Pay factors for dense graded mixtures with original contract pay item quantities

greater than or equal to one lot will be determined in accordance with 401.19(a). Partial

lots of four sublots or less will have pay factors determined in accordance with

401.19(b) if the previous lot is not available

Pay factors for dense graded mixtures with original contract pay item quantities290

greater than or equal to 300 t and less than one lot and open graded mixtures will be

determined in accordance with 401.19(b).

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

with 401.20.

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 stabilizing additives shall not be intermixed.

300

401.09

311

In the event that an acceptance sample is not available to represent a 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.

Samples shall not be obtained from the following areas:

is not placed simultaneously with the mainline.

placed simultaneously with the mainline.

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 previous320

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

or subsequent sublot results for a mixture accepted by 401.19(a) will be replicated for

an entire lot, each sublot in that lot will be accepted by 401.19(b).

CONSTRUCTION REQUIREMENTS

401.10General

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

shall submit to the Engineer written documentation that includes the manufacturer’s

make, model, serial number, manufactured year, and the manufacturer’s literature with330

pictures. The documentation shall be submitted prior to use and shall certify that the

paving equipment proposed for the project is new and includes the modifications or

has been modified in accordance with the following.

The paver shall be equipped with means of preventing the segregation of the

coarse aggregate particles when moving the mixture from the paver hopper to the

paver augers. The means and methods used shall be in accordance with the paver

manufacturer’s instructions and may consist of chain curtains, deflector plates, or other

such devices, or any combination of these.

340

The following specific requirements shall also apply to identified HMA pavers:

Knox Materials Management Kit, MMK.

in 1989 or later.

401.10

312

deflector plates as identified in the December 2000 Service350

Magazine entitled “New Asphalt Deflector Kit {6630-DFL,

6631-DFL, or 6640-DFL}”.

The Contractor shall demonstrate to the Engineer, prior to use, that the

modifications to the paving equipment have been implemented on all pavers to be used

on the project.

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.360

HMA mixtures shall not exhibit segregation, flushing, or bleeding. Corrective

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

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

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 defective in

any way shall be removed and replaced in accordance with 105.03.

370

401.11Preparation of Surfaces to be Overlaid

The subgrade, or subbase shall be shaped to the required grade and sections, free

from all ruts, corrugations, or other irregularities, and uniformly compacted and

approved in accordance with 207 and 302. Milling of an existing pavement surface

shall be in accordance with 306. Surfaces on which a mixture is placed shall be free

from objectionable or foreign materials at the time of placement.

Rubblized concrete pavements shall be primed in accordance with 405. PCCP,

milled asphalt surfaces, and new and existing asphalt surfaces shall be tacked in

accordance with 406. Contact surfaces of curbing, gutters, manholes, and other380

structures shall be tacked in accordance with 406.

All partially completed sections of roadway that are 8 in. or less in thickness shall

be proofrolled prior to the placement of additional materials unless otherwise directed

by the Engineer. Proofrolling shall be accomplished in accordance with 203.26. The

contact pressure shall be 70 to 80 psi. Soft yielding areas shall be removed and

replaced.

401.12Process Control

The Engineer and Contractor will jointly review the operations to ensure390

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

result in suspension of paving operations.

401.11

313

401.13Weather Limitations

HMA courses of less than 138 lb/sq yd 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. No mixture shall be placed on a frozen subgrade.

401.14Spreading and Finishing

The mixture shall be placed upon an approved surface by means of laydown400

equipment in accordance with 409.03(c). 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 for a given pay item, the MAF will be applied to the

applicable portion of the mixture for each. The temperature of each mixture at the time

of spreading shall be less than 315°F whenever PG 64-22 or PG 70-22 binders are used

or not more than 325°F whenever PG 76-22 binder is used. No mixture shall be placed

on a previously paved course that has not cooled to below 175°F. For mixtures

compacted in accordance with 402.15, the temperature of each mixture at the time of

spreading shall not be less than 245°F.

410

Planned HMA 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 HMA

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. Traffic shall not be

allowed on open graded mixtures.

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

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

than the nominal width of the paver except in areas where the paving width varies.420

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

Automatic slope and grade controls shall be used as outlined in the QCP.

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

placed with paving equipment in accordance with 409.03(c)1.

When laying mixtures with density not controlled by cores, the speed of the paver

shall not exceed 50 ft per minute. Rollers shall be operated to avoid shoving of the

HMA and at speeds not to exceed 3 mph. However, vibratory rollers will be limited to430

2.5 mph.

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, except 4.75 mm mixtures

shall be at least 1.5 times but not more than 3 times the maximum particle size shown

on the DMF.

A safety edge shall be constructed at locations where a dense graded intermediate

mixture or a surface mixture is constructed adjacent to an aggregate or earth shoulder.

401.14

314

440

Vibratory rollers in accordance with 409.03(d)4 shall not be operated in the

vibratory mode at locations indicated on the plans. Oscillatory rollers in accordance

with 409.03(d)5 will be allowed for use but the vertical impact force capability shall

not be used. Density acceptance shall be in accordance with 401.16.

401.15Joints

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

Longitudinal joints below the surface shall be offset from previously constructed joints

by approximately 6 in. and be located within 12 in. of the lane line.

450

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 4.75 mm, 9.5 mm, and 12.5 mm surface mixture

courses. This includes joints within the traveled way as well as between any of the

following:

460

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 be

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 minutes470

prior to construction of the longitudinal joint.

All 9.5 mm and 12.5 mm surface mixture longitudinal joints that have the joint

adhesive applied shall be sealed using SS-1h, RPE, or AE-NT asphalt emulsion in

accordance with 902.01(b). The sealing operation shall not begin until all density cores

in accordance with 401.16 and 401.20 have been obtained and the installation of

pavement corrugations, when specified in accordance with 606, has been completed.

The liquid asphalt sealant shall be a minimum width of 24 in., centered on the

joint line, and shall be extended, when necessary, to provide coverage beyond the edge480

of the pavement corrugation. The sealant shall be applied onto a dry surface, free of

any foreign or loose material, using a distributor in accordance with 409.03(a). The

sealant temperature at the time of application shall be at least 135°F and shall not

exceed 180°F. The ambient air and pavement temperatures at the time of application

shall be greater than 32°F.

401.15

315

The application rate of the sealant shall be as follows:

Asphalt Emulsion Application Rate* (gal./sq yd)

SS-1h or AE-NT 0.03 ±0.01**

RPE 0.15 ±0.01***

* The asphalt material shall not be diluted.

** Areas receiving greater than 0.04 gal./sq yd shall be lightly broomed to

reduce the effects of excess sealant on the pavement surface.

*** The application rate shall be reduced when sealing milled corrugations in

accordance with 606. The application rate shall be 0.11 ±0.01 gal./sq yd.

490

Temporary pavement markings in accordance with 801.12 shall be offset a

sufficient distance from the longitudinal joint so as not to obstruct the installation of

the pavement corrugations or the application of the liquid asphalt sealant.

The SS-1h or AE-NT sealant shall be cured a minimum of five days prior to

applying the permanent pavement traffic markings in accordance with 808. The RPE

sealant shall be cured a minimum of 48 h prior to applying the permanent pavement

traffic markings in accordance with 808. Where pavement markings are to be grooved

in accordance with 808.07(b)1, the minimum cure for the sealant shall not apply.

500

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.

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

provide a smooth transition to the driving surface.

401.16Density

Acceptance will be based on lots and sublots in accordance with 401.07.

510

Density of the compacted dense graded mixture will be determined from cores

except where:

to the contract award is less than 385 lb/sq yd, or

shoulder existing prior to the contract award.

Density of any random core location in these areas will be assigned a value of520

94.0% MSG and compaction shall be in accordance with 402.15.

401.16

316

Open graded mixtures shall be compacted with six passes of a static tandem roller

and will be assigned a value of 84.0% MSG. Vibratory rollers shall not be used on

open graded mixtures.

Compaction of 4.75 mm mixtures shall be in accordance with 402.15, except

vibratory rollers shall be operated in static mode and the vertical impact force

capability of oscillatory rollers shall not be used.

530

Compaction of mixtures with original contract pay item quantities less than 300 t

shall be in accordance with 402.15.

Density acceptance by cores will be based on samples obtained from two random

locations selected by the Engineer within each sublot in accordance with ITM 802.

One core shall be cut at each random location in accordance with ITM 580. 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 samples obtained

in 401.09.540

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. Coring shall

be completed prior to the random location being covered by the next course.

All core locations will be marked and shall be cored within two work days of

placement. A 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.

550

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 be

selected for testing.

Cores shall not be obtained from the following areas:

not placed simultaneously with the mainline.

560

simultaneously with the mainline.

401.16

317

or 409.03(c)3.570

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 cores

are subsequently damaged, additional coring will be the responsibility of the

Department. Subsequent core locations will be determined by subtracting 1 ft from the

random location using the same transverse offset.580

The density for the mixture will be expressed as:

Density, % = BSG

MSG x 100

where:

BSG = average bulk specific gravity

MSG = maximum specific gravity

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 of590

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.

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

refill the core holes with either HMA 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.600

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

sublot testing is complete. Acceptance of the pavement for density, %MSG, will be

reported to the nearest 0.01%. Rounding will be in accordance with 109.01(a).

401.17Pavement Corrugations

Pavement corrugations shall be in accordance with 606.

401.18Pavement Smoothness

Pavement smoothness will be accepted by means of an inertial profiler, a 16 ft610

straightedge, or a 10 ft straightedge as described below.

When a pay item for Inertial Profiler, HMA is included in the contract, the

401.18

318

Contractor shall furnish, calibrate, and operate an approved inertial profiler in

accordance with ITM 917 for the acceptance of longitudinal smoothness on the

mainline traveled way, including adjacent acceleration or deceleration lanes, where all

of the following conditions are met:

0.5 mi in length.

for a single lift is 165 lb/sq yd or greater, or the total combined

planned lay rate of surface, intermediate, and base courses is

385 lb/sq yd or greater.

The profiles and International Roughness Index, IRI, results including areas of630

localized roughness shall become the property of the Department. The inertial profiler

shall remain the property of the Contractor.

The project area will be divided into individual smoothness sections measuring

0.1 mi in length for each lane. The paving exceptions and areas exempt from inertial

profiler operation will be in accordance with ITM 917.

If the posted speed limit for an entire smoothness section is less than or equal to

45 mph, the section will be exempt from Inertial Profiler operation and the smoothness

within the section will be accepted in accordance with 401.18(b).640

If the posted speed limit is greater than 45 mph for a portion of a smoothness

section and is less than or equal to 45 mph for the remainder, the section smoothness

acceptance will be as follows:

speed limit greater than 45 mph.

a posted speed limit less than or equal to 45 mph.650

At locations where the inertial profiler is required, it shall be used on the surface

course and on any dense graded intermediate course immediately below the surface

course.

The Contractor shall furnish and operate a 16 ft straightedge in accordance with

306.03(d) and as described below. The 16 ft straightedge shall be used to measure

smoothness along the direction of mainline traffic.

660

401.18

319

Locations on the pavement surface scraped by the straightedge shall be marked.

The pavement shall be corrected in accordance with 401.18(e) to meet the required

tolerance. For existing utility and manhole castings that required no grade adjustment,

the tolerance may be adjusted after being reviewed and approved by the Engineer.

For contracts which include the Inertial Profiler, HMA pay item, the 16 ft

straightedge or the Inertial Profiler simulating the 16 ft straightedge shall be used to

measure longitudinal smoothness on surface courses at the following locations:

inertial profiler operation in accordance with ITM 917.

with posted speed limits less than or equal to 45 mph throughout

the entire section length.

680

than 0.5 mi.

with posted speeds of 45 mph or less.

690

For contracts where the inertial profiler is not used for smoothness acceptance,

the 16 ft straightedge shall be used to measure longitudinal smoothness on all surface

courses, and on any dense graded intermediate course immediately below the surface

course. Measurement with the 16 ft straightedge shall include the above locations, all

mainline traveled way lanes and ramps with posted speeds greater than 45 mph, and

on ramp acceleration or deceleration lanes.

The 10 ft straightedge will be in accordance with 306.03(d). The 10 ft straightedge

will be used to check transverse slopes, across travel lanes and shoulders, approaches,

and crossovers. When the 10 ft straightedge is used, the pavement variations shall be

corrected to 1/8 in. or less.

At locations where the inertial profiler is being used on an intermediate course,

401.18

320

all areas having a localized roughness in excess of 160 in./mi utilizing continuous IRI

with a 25 ft window shall be corrected subject to approval by the Engineer.

710

At locations where the inertial profiler is being used on a surface course, all areas

under category Type A, as defined in 401.19(c), having a localized roughness in excess

of 160 in./mi or category Type B in excess of 170 in./mi utilizing continuous IRI with

a 25 ft window shall be corrected subject to approval by the Engineer. After ALR's

have been identified, a grinding simulation shall be performed to estimate whether the

ALR can be corrected to an IRI value of less than 160 in./mi with no more than a 1/4

in. max grind depth at any spot. If such correction is not possible, then an ALR with

an IRI value of less than 190 in./mi can remain uncorrected if approved by the

Engineer, and an ALR with an IRI value greater than 190 in./mi shall require full depth

removal and replacement of the surface course of sufficient area to meet specifications.720

In addition, if there is only one ALR in any two lane mile section, then no

smoothness correction will be required if the ALR does not exceed 190 in./mi and the

overall smoothness in accordance with 401.18(d) of the two lane mile section does not

require any corrective action. A two lane mile section will start one mile before the

ALR and end one mile after the ALR in order that all two lane mile sections will have,

at most, one ALR each.

The width of the corrected area may be partial or full lane width, depending on730

the respective wheel path profiles. Underlying courses that are exposed by corrective

action shall be milled to a depth of 1 1/2 in. and replaced with surface course. After

the corrective action is taken on a surface course, the inertial profiler shall be operated

throughout the entire affected smoothness section to verify the adequacy of the

corrective action.

At locations where the 16 ft straightedge is used, the pavement variations shall be

corrected to 1/4 in. or less.

If grinding of an intermediate course is used for pavement smoothness740

corrections, the grinding shall not precede the surface placement by more than 30

calendar days if open to traffic.

Pay Factors

Pay factors, PF, are calculated for the air voids at N des , Vbe at N des and in-place

density, %Gmm. The Percent Within Limits, PWL, for each lot will be determined in

accordance with ITM 588.

750

The appropriate pay factor for each property is calculated as follows:

Estimated PWL greater than 90:

401.19

321

PF = ((0.50 x PWL) + 55.00)/100

Estimated PWL greater than 70 and equal to or less than 90:

PF = ((0.40 x PWL) + 64.00)/100

760

Estimated PWL greater than or equal to 50 and equal to or less than 70:

PF = ((0.85 x PWL) + 32.5)/100

If the Lot PWL for any one of the properties is less than 50, a sublot has an air

void content less than 1.0% or greater than 8.0%, or a sublot has a volume of effective

binder greater than 3.0% above design minimums, the lot will be referred to the

Department’s Division of Materials and Tests for adjudication as a failed material in

accordance with normal Department practice as listed in 105.03.

770

Air voids, Vbe, and in-place density, %Gmm, PF values will be reported to the

nearest 0.01. Rounding will be in accordance with 109.01(a).

A composite pay factor for each lot based on test results for mixture properties

and density is determined by a weighted formula as follows:

Lot PF = 0.30(PF VOIDS ) + 0.35(PFVbe ) + 0.35(PF DENSITY )

where:

Lot PF = Lot Composite Pay Factor for Mixture and Density

PFVOIDS = Lot Pay Factor for Air Voids at N des

PFVbe = Lot Pay Factor for Vbe at Ndes

PFDENSITY = Lot Pay Factor for In-Place Density, % Gmm

780

The lot quality assurance adjustment for mixture properties and density is

calculated as follows:

q = L x U x (Lot PF – 1.00)/MAF

where:

q = quality assurance adjustment for mixture

properties and density of the lot

L = Lot quantity

U = Unit price for the material, $/ton

Lot PF = Lot Pay Factor

Lot test results for the air voids at N des , Vbe at N des , and density will be used to

determine the Lot Pay Factors.

790

401.19

322

The specification limits for the air voids at N des , Vbe at N des , and density will be

as follows:

SPECIFICATION LIMITS

Mixture

LSL* USL**

Air Voids at Ndes , % 3.60 6.40

Volume of Effective Binder at N des , % Spec Spec +2.50

Density

LSL* USL**

Roadway Core Density (%Gmm), % 93.00 n/a

* LSL, Lower Specification Limit

** USL, Upper Specification Limit

A composite pay factor for each sublot based on test results for mixture properties

and density is determined in a weighted formula as follows:

Dense Graded Mixture:800

SCPF = 0.30(PF VOIDS ) + 0.35(PFVbe ) + 0.35(PF DENSITY )

Open Graded Mixture:

SCPF = 0.20(PF BINDER ) + 0.35(PFVOIDS ) + 0.45

where:

SCPF = Sublot Composite Pay Factor for Mixture and Density

PFBINDER = Sublot Pay Factor for Binder Content

PFVOIDS = Sublot Pay Factor for Air Voids at N des

PFVbe = Sublot Pay Factor for Vbe at N des

PFDENSITY = Sublot Pay Factor for Density

810

If the SCPF for an open graded sublot is less than 0.85 or the volume of effective

binder is greater than 3.0% above design minimums, the sublot will be referred to the

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

The sublot quality assurance adjustment for mixture properties and density is

calculated as follows:

q = L x U x (SCPF – 1.00)/MAF

where:820

401.19

323

q = quality assurance adjustment for the sublot

L = sublot quantity

U = unit price for the material $/ton

SCPF = sublot composite pay factor

Sublot test results for mixture properties will be assigned pay factors in

accordance with the following:

BINDER CONTENT

Open Graded

Deviation from DMF (±%) Pay Factor

” 1.05

0.3 1.04

0.4 1.02

0.5 1.00

0.6 0.90

0.7 0.80

0.8 0.60

0.9 0.30

1.0 0.00

>1.0 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.

VOLUME OF EFFECTIVE BINDER, Vbe

Dense Graded

Pay FactorsDeviation from

Spec Minimum

> +3.0 Submitted to the Division of Materials and Tests*

• DQG” 1.00 - 0.05 for each 0.1% above +2.5%

> +2.0 and < +2.5 1.05 - 0.01 for each 0.1% above +2.0%

> +0.5 and < +2.0 1.05

•DQG” 1.05 - 0.01 for each 0.1% below +0.5%

•-0.5 and < 0.0 1.00 - 0.02 for each 0.1% below 0.0%

• -2.0 and < -0.5 0.90 - 0.06 for each 0.1% below -0.5%

< -2.0 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.

401.19

324

AIR VOIDS

Dense Graded Open Graded Pay Factor

Deviation from Spec (±%) Deviation** (±%)

” ”3.0 1.05

!DQG”7 > 3DQG”4.0 1.00

4.1 0.98

1.8 4.2 0.96

4.3 0.94

4.4 0.92

1.9 4.5 0.90

2.0 4.6 0.84

4.7 0.78

4.8 0.72

4.9 0.66

5.0 0.60

> 2.0 > 5.0 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.

** Deviation shall be from 17.5% for OG25.0 mm and OG19.0 mm mixtures and

shall be from 14.5% for OG9.5 mm mixtures.

830

For mixtures produced during a plant’s adjustment period, pay factors based on

the DMF with the above tolerances will be used to compute quality assurance

adjustments.

Sublot test results for density will be assigned pay factors in accordance with the

following:

DENSITY

Percentages are based

on %MSG Pay Factors, %

Dense Graded

•8.0 Submitted to the Division of Materials and Tests*

97.0 - 97.9 1.00

96.6 - 96.9 1.05 - 0.01 for each 0.1% above 96.5

95.0 - 96.5 1.05

94.1 - 94.9 1.00 + 0.005 for each 0.1% above 94.0

93.0 - 94.0 1.00

92.0 - 92.9 1.00 - 0.005 for each 0.1% below 93.0

91.0 - 91.9 0.95 - 0.010 for each 0.1% below 92.0

90.0 - 90.9 0.85 - 0.030 for each 0.1% below 91.0

”9.9 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.

401.19

325

The pay factors will be rounded to the nearest 0.01.

Smoothness pay adjustments will only be applied when the smoothness is

measured by an inertial profiler in accordance with 401.18(a).

The Mean Roughness Index, MRI, will be determined utilizing a fixed interval

for each lane for each 0.1 mile section of paving. The MRI for a 0.1 mile section will

be the average of the IRI of the two wheel paths. Categorized segments shall be as

follows:

opportunity to achieve a smooth ride or asphalt pavement on an850

interstate with a single opportunity or more. The following

operations, if performed on the contract, will be considered

opportunities.

layer is an opportunity. Wedge and level will not be

considered an opportunity.

opportunity prior to placing base, intermediate, or860

surface HMA.

under Type A.

At locations where an inertial profiler is used to accept smoothness, a quality

assurance adjustment will be determined for each lane. This adjustment will be applied

to all QC/QA HMA pay items within the pavement section. The adjustment will be

calculated using the following formula:

870

where:

q s = quality assurance adjustment for smoothness for one section

PFs = pay factor for smoothness

n = number of layers

A = area of the section, sq yd

S = planned spread rate for material, lb/sq yd

T = conversion factor: 2,000 lb/ton

U = unit price for the material, $/ton.

401.19

326

The quality assurance adjustment for smoothness, Qs, for the contract will be the

total of the quality assurance adjustments for smoothness, qs, on each section by the

following formula:

Q s ™Ts

When smoothness is measured by an inertial profiler, payment adjustments will880

be made for any 0.1 mile section based on initial MRI generated on the surface course

only and in accordance with the following table. Smoothness correction, if required,

shall be in accordance with 401.18(e). The MRI pay factors for smoothness will be

determined prior to any required smoothness correction.

PAY FACTORS FOR SMOOTHNESS

Posted Speed greater than 45 mph

MRI, in./mi. Pay Factor, PF

over 0 to 35 1.06

over 35 to 40 1.05

over 40 to 45 1.04

over 45 to 50 1.03

over 50 to 55 1.02

over 55 to 60 1.01

over 60 to 70 1.00

over 70 to 75 0.99

over 75 to 80 0.98

over 80 to 85 0.96

over 85 to 90 0.95

over 90

For Type A, PFs will be 0.95

and the section shall be

corrected to 70 or less.

over 90 to 110

For Type B, PFs will be 0.95

and the section does not

require correction.

over 110

For Type B, PFs will be 0.95

and the section shall be

corrected to 90 or less.

401.20Appeals

If the QC test results do not agree with the acceptance test results in a sublot, a

request, along with a comparison of the QC and acceptance test results, may be made

in writing for additional testing of that sublot. The appeal sample will be analyzed in

401.20

327

a lab different than the lab that analyzed the original sample at the discretion of the

Engineer.

The Contractor may appeal an individual sublot for the binder content, the MSG,

the BSG of the gyratory specimens, or the BSG of the density cores when the QC

results are greater than one standard deviation from the acceptance test results as

follows: 0.25 for binder content, 0.010 for the MSG and BSG of the gyratory900

specimens, and 0.020 for the BSG of the density cores.

Upon request from the Contractor, the BSG of the density core may be exempted

from the individual sublot appeal if both the QC and QA results show a %MSG for

the density greater than or equal to 93.0%.

A $500.00 credit adjustment will be included in a quality adjustment pay item in

accordance with 109.05.1(d) for each appealed sublot that did not result in an

improvement to the SCPF or Lot PF.

910

A written request for an appeal shall be submitted within seven calendar days of

receipt of the Department’s written results for the lot accepted under 401.19(a) or the

sublot accepted under 401.19(b). The conditions for an extended lot appeal are as

follows:

Contractor informs the Department of the anticipated extended

lot condition within seven calendar days of receipt of the lot

results, or

920

Contractor did not inform the Department of the anticipated

extended lot condition within seven calendar days of receipt of

the lot results.

The backup sample will be tested in accordance with the applicable test method

for the sublot requested for all tests exceeding the sublot standard deviation criteria.

The backup MSG will be dried in accordance with ITM 572 and mass determined930

in water in accordance with AASHTO T 209.

New gyratory specimens will be prepared and tested in accordance with AASHTO

T 312 from the backup sample.

The backup binder content sample will be prepared and tested in accordance with

ITM 571.

940

401.20

328

Additional 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 appeal density 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 appeal results will replace all previous test result for acceptance of mixture

in accordance with 401.09 and density in accordance with 401.16. The results will be

furnished to the Contractor.950

The Department will perform annual Quality Assurance reviews of a portion of

each Contractor’s MRI results in accordance with ITM 917. The Contractor’s results

will be compared to the Department’s. The Department will notify the Contractor of

unacceptable results in a timely manner. The Department will allow an appeal period

of 14 days during which time the Contractor shall submit a written request and appeal

results for Department review. If the Contractor’s appeal results do not agree with the

Department’s results, the Contractor shall be required to perform a side-by-side

evaluation. The Department’s results will be utilized for smoothness payment in place960

of the Contractor’s results unless the Contractor’s appeal results are determined to be

acceptable for payment. Sections where corrective action has taken place prior to the

Department’s data collection will utilize the Contractor’s initial results prior to

corrective action for payment.

401.21Method of Measurement

HMA 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.

970

Milled shoulder corrugations will be measured in accordance with 606.02.

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

Liquid asphalt sealant will be measured by the linear foot.

401.22Basis 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, complete in place.

Payment for furnishing, calibrating, operating the inertial profiler, and furnishing980

IRI profile information will be made at the contract lump sum price for Inertial

Profiler, HMA.

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

other pay items within this section.

401.21

329

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

smoothness for the mixture produced will be included in a quality adjustment pay item

in accordance with 109.05.1.

990

Milled shoulder corrugations will be paid for in accordance with 606.03.

Joint adhesive will be paid for at the contract unit price per linear foot, complete

in place. Liquid asphalt sealant will be paid for at the contract unit price per linear foot.

Payment will be made under:

Pay Item Pay Unit Symbol

Inertial Profiler, HMA ............................................................... LS1000

Joint Adhesive, __________ ..................................................... LFT

course type

Liquid Asphalt Sealant .............................................................. LFT

QC/QA-HMA, ______, ______, ______, ______mm .............. TON

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

(1) ESAL Category as defined in 401.04

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

temperature grades are - 22

(3) Surface, Intermediate, or Base

(4) Mixture Designation1010

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

items.

Coring and refilling of the core 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

traffic control expenditures related to coring operations.

1020

The cost of removing and replacing soft and yielding areas shall be included in

the cost of other pay items in this section.

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

items within this section.

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.

If QC/QA-HMA 19.0 mm over QC/QA-HMA 25.0 mm mixtures are specified,1030

QC/QA-HMA 19.0 mm mixture may be considered as a substitute for the QC/QA-

HMA 19.0 mm and QC/QA-HMA 25.0 mm mixtures upon a written request by the

Contractor. The request for the substitution shall be prepared in advance of the work.

401.22

330

A computation will be made in order to obtain a unit price for the QC/QA-HMA 19.0

mm mixture. The quantity and amount for QC/QA-HMA 19.0 mm mixture shall equal

the sum of the contract quantities and amounts shown for QC/QA-HMA 19.0 mm and

QC/QA-HMA 25.0 mm mixtures. The unit price for QC/QA-HMA 19.0 mm mixture

shall be equal to the sum of contract amounts divided by the sum of contract quantities.

Payment for the QC/QA-HMA 19.0 mm mixture will be made at the unit price per ton

for QC/QA-HMA 19.0 mm mixture. No payment will be made for additional work or1040

costs which may result due to this change.