ESBD_File_331224_SOLICIEXH_F.6_23R0023739_ Statement of Work.pdf

DPS Project No. DPS Facility – Longview 416 Lake Lamond Parking Lot Replacement and Restripe Longview, 75604 July, August, 2023

COVER SHEET

The Texas Department of Public Safety (TXDPS) is requesting Bid Solicitations for the Asphalt Parking Lot Replacement and Restriping at the DPS Longview Area Office.

See the attached Scope of Work, Drawings and Specifications for more information.

Services to Include:

1. Milling, and removing from project site, existing asphalt to base.

2. Excavate any / all Pot Holes, fill and compact each to the level of the base.

3. Level base prior to installing new asphalt.

4. Area of Work is the Front Parking Lot; extending to, and Stopping at; the Rear

Parking Area, per the attached plan, titled; “Longview - Site Plan - Area of Work diagram”

5. Install 2” of new asphalt per Specifications.

6. Lift and remove all Concrete Wheel Stops for Painting and Re-Installation following the application of the new Asphalt Surface.

6. Re-Stripe Fire Lanes, Drive Lanes and Parking Spaces, throughout the Parking Lot, per Specifications.

7. Ensure all H/C parking spaces are properly signed and painted to comply with all

ADA and TAS current requirements.

8. Power Wash ALL Sidewalks adjacent the Area of Work

9. Wheel Stops and Parking Stripes to be Painted White.

Parking Lot size is to be Field Verified by the Bidder and submitted to DPS for review.

Project Location:

DPS Longview Area Office 416 Lake Lamond Longview, 75604

Department of Public Safety, Site Contact:

Mike Hodge Construction Manager Region One - Garland

PH: 214-861-2239 MO: 469-560-0959

Michael.Hodge@dps.texas.gov

Department of Public Safety, Contract Monitor:

Mike Hodge Construction Manager - Region 1 Garland, Texas

PH: 214-861-2239

Michael.Hodge@dps.texas.gov

NOTE: Building contacts will be identified to the bidders for site visits and future access.

Access times for each phase of work must be scheduled ahead of actual work.

Very Specific Project Phasing must be considered to maintain Parking and Drive Lane use throughout the project.

Table of Contents – Specification Sections SECT 01 11 00 Summary of Work

SECT 01 40 00 QUALITY REQ’s SECT 01 50 00 Temp Facility Controls

DPS Project No. DPS Facility – Longview 416 Lake Lamond Parking Lot Replacement and Restripe Longview, 75604 July, August, 2023

COVER SHEET

SECT 32 12 16 Asphalt Paving SECT 01 74 00 Clean and Waste Mgt.

SECT 32 17 23 Paint Pavement Markings

TX DOT Specifications for Reference:

TxDOT ITEM 340 Dense Graded Hot Mix Asphalt Small Quantity Longview Area Office DPS TAS Accessibility Notes Longview Area Office DOT 8200 Traffic Paint

PHOTOS:

Longview Area Office Existing Conditions Photos Longview Area Office Aerial (Photo Google Earth)

Drawings:

C-100 - Longview - Site Plan - 07 06 1995 Longview - Site Plan - Area of Work diagram

Item 340

Dense-Graded Hot-Mix Asphalt (Small Quantity)

1. DESCRIPTION

Construct a hot-mix asphalt (HMA) pavement layer composed of a compacted, dense-graded mixture of aggregate and asphalt binder mixed hot in a mixing plant. This specification is intended for small quantity (SQ) HMA projects, typically under 5,000 tons total production.

2. MATERIALS

Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications.

2.1. Aggregate. Furnish aggregates from sources that conform to the requirements shown in Table 1 and as specified in this Section. Aggregate requirements in this Section, including those shown in Table 1, may be modified or eliminated when shown on the plans. Additional aggregate requirements may be specified when shown on the plans. Provide aggregate stockpiles that meet the definitions in this Section for coarse, intermediate, or fine aggregate. Aggregate from reclaimed asphalt pavement (RAP) is not required to meet Table 1 requirements unless otherwise shown on the plans. Supply aggregates that meet the definitions in Tex-100-E for crushed gravel or crushed stone.

2.1.1. Coarse Aggregate. Coarse aggregate stockpiles must have no more than 20% material passing the No. 8 sieve. Aggregates from sources listed in the Department’s Bituminous Rated Source Quality Catalog (BRSQC) are preapproved for use. Use only the rated values for hot-mix listed in the BRSQC. Rated values for surface treatment (ST) do not apply to coarse aggregate sources used in hot-mix asphalt.

Provide coarse aggregate with at least the minimum SAC shown on the plans. SAC requirements only apply to aggregates used on the surface of travel lanes. SAC requirements apply to aggregates used on surfaces other than travel lanes when shown on the plans. The SAC for sources on the Department’s Aggregate Quality Monitoring Program (AQMP) (Tex-499-A) is listed in the BRSQC.

2.1.1.1. Blending Class A and Class B Aggregates. Class B aggregate meeting all other requirements in Table 1 may be blended with a Class A aggregate to meet requirements for Class A materials. Ensure that at least 50% by weight, or volume if required, of the material retained on the No. 4 sieve comes from the Class A aggregate source when blending Class A and B aggregates to meet a Class A requirement. Blend by volume if the bulk specific gravities of the Class A and B aggregates differ by more than 0.300. Coarse aggregate from RAP and Recycled Asphalt Shingles (RAS) will be considered as Class B aggregate for blending purposes.

2.1.2. Intermediate Aggregate. Aggregates not meeting the definition of coarse or fine aggregate will be defined as intermediate aggregate. Supply intermediate aggregates, when used that are free from organic impurities.

2.1.3. Fine Aggregate. Fine aggregates consist of manufactured sands, screenings, and field sands. Fine aggregate stockpiles must meet the gradation requirements in Table 2. Supply fine aggregates that are free from organic impurities. The Engineer may test the fine aggregate in accordance with Tex-408-A to verify the material is free from organic impurities. No more than 15% of the total aggregate may be field sand or other uncrushed fine aggregate. Use fine aggregate, with the exception of field sand, from coarse aggregate sources that meet the requirements shown in Table 1 unless otherwise approved.

Table 1 Aggregate Quality Requirements

Property Test Method Requirement Coarse Aggregate

SAC Tex-499-A (AQMP) As shown on the plans Deleterious material, %, Max Tex-217-F, Part I 1.5 Decantation, %, Max Tex-217-F, Part II 1.5 Micro-Deval abrasion, % Tex-461-A Note 1 Los Angeles abrasion, %, Max Tex-410-A 40 Magnesium sulfate soundness, 5 cycles, %, Max Tex-411-A 30 Crushed face count,2 %, Min Tex-460-A, Part I 85 Flat and elongated particles @ 5:1, %, Max Tex-280-F 10

Fine Aggregate Linear shrinkage, %, Max Tex-107-E 3

Combined Aggregate3

Sand equivalent, %, Min Tex-203-F 45

1. Not used for acceptance purposes. Optional test used by the Engineer as an indicator of the need for further investigation.

2. Only applies to crushed gravel.

3. Aggregates, without mineral filler, RAP, RAS, or additives, combined as used in the job-mix formula (JMF).

Table 2

Gradation Requirements for Fine Aggregate Sieve Size % Passing by Weight or Volume

3/8″ 100 #8 70–100

#200 0–30

2.2. Mineral Filler. Mineral filler consists of finely divided mineral matter such as agricultural lime, crusher fines, hydrated lime, or fly ash. Mineral filler is allowed unless otherwise shown on the plans. Use no more than 2% hydrated lime or fly ash unless otherwise shown on the plans. Use no more than 1% hydrated lime if a substitute binder is used unless otherwise shown on the plans or allowed. Test all mineral fillers except hydrated lime and fly ash in accordance with Tex-107-E to ensure specification compliance. The plans may require or disallow specific mineral fillers. Provide mineral filler, when used, that:

is sufficiently dry, free-flowing, and free from clumps and foreign matter as determined by the Engineer;

does not exceed 3% linear shrinkage when tested in accordance with Tex-107-E; and meets the gradation requirements in Table 3.

Table 3

Gradation Requirements for Mineral Filler Sieve Size % Passing by Weight or Volume

#8 100 #200 55–100

2.3. Baghouse Fines. Fines collected by the baghouse or other dust-collecting equipment may be reintroduced into the mixing drum.

2.4. Asphalt Binder. Furnish the type and grade of performance-graded (PG) asphalt specified on the plans.

2.5. Tack Coat. Furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder in accordance with Item 300, “Asphalts, Oils, and Emulsions.” Specialized or preferred tack coat materials may be allowed or required when shown on the plans. Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use.

2.6. Additives. Use the type and rate of additive specified when shown on the plans. Additives that facilitate mixing, compaction, or improve the quality of the mixture are allowed when approved.

2.6.1. Lime and Liquid Antistripping Agent. When lime or a liquid antistripping agent is used, add in accordance with Item 301, “Asphalt Antistripping Agents.” Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the lime into the drum.

2.6.2. Warm Mix Asphalt (WMA). Warm Mix Asphalt (WMA) is defined as HMA that is produced within a target temperature discharge range of 215°F and 275°F using approved WMA additives or processes from the Department’s MPL.

WMA is allowed for use on all projects and is required when shown on the plans. When WMA is required, the maximum placement or target discharge temperature for WMA will be set at a value below 275°F.

2.7. Recycled Materials. Use of RAP and RAS is permitted unless otherwise shown on the plans. Do not exceed the maximum allowable percentages of RAP and RAS shown in Table 4. The allowable percentages shown in Table 4 may be decreased or increased when shown on the plans. Determine asphalt binder content and gradation of the RAP and RAS stockpiles for mixture design purposes in accordance with Tex-236-F. The Engineer may verify the asphalt binder content of the stockpiles at any time during production. Perform other tests on RAP and RAS when shown on the plans. Asphalt binder from RAP and RAS is designated as recycled asphalt binder. Calculate and ensure that the ratio of the recycled asphalt binder to total binder does not exceed the percentages shown in Table 5 during mixture design and HMA production when RAP or RAS is used. Use a separate cold feed bin for each stockpile of RAP and RAS during HMA production.

Surface, intermediate, and base mixes referenced in Tables 4 and 5 are defined as follows:

Surface. The final HMA lift placed at or near the top of the pavement structure;

Intermediate. Mixtures placed below an HMA surface mix and less than or equal to 8.0 in. from the riding surface; and Base. Mixtures placed greater than 8.0 in. from the riding surface.

2.7.1. RAP. RAP is salvaged, milled, pulverized, broken, or crushed asphalt pavement. Crush or break RAP so that

100% of the particles pass the 2 in. sieve. Fractionated RAP is defined as 2 or more RAP stockpiles, divided into coarse and fine fractions.

The coarse RAP stockpile will contain only material retained by processing over a 3/8-in. or 1/2-in. screen unless otherwise approved. The fine RAP stockpile will contain only material passing the 3/8-in. or 1/2-in.

screen unless otherwise approved. The Engineer may allow the Contractor to use an alternate to the 3/8-in.

or 1/2-in. screen to fractionate the RAP. The maximum percentages of fractionated RAP may be comprised of coarse or fine fractionated RAP or the combination of both coarse and fine fractionated RAP.

Table 4

Maximum Allowable Amounts of RAP1

Maximum Allowable Fractionated RAP2 (%)

Maximum Allowable Unfractionated RAP3 (%)

Surface Intermediate Base Surface Intermediate Base

20.0 30.0 40.0 10.0 10.0 10.0

1. Must also meet the recycled binder to total binder ratio shown in Table 5.

2. Up to 5% RAS may be used separately or as a replacement for fractionated RAP.

3. Unfractionated RAP may not be combined with fractionated RAP or RAS.

2.7.2. RAS. Use of post-manufactured RAS or post-consumer RAS (tear-offs) is permitted unless otherwise shown on the plans. Up to 5% RAS may be used separately or as a replacement for fractionated RAP in accordance with Table 4 and Table 5. RAS is defined as processed asphalt shingle material from manufacturing of asphalt roofing shingles or from re-roofing residential structures. Post-manufactured RAS is processed manufacturer’s shingle scrap by-product. Post-consumer RAS is processed shingle scrap removed from residential structures. Comply with all regulatory requirements stipulated for RAS by the TCEQ. RAS may be used separately or in conjunction with RAP.

Process the RAS by ambient grinding or granulating such that 100% of the particles pass the 3/8 in. sieve when tested in accordance with Tex-200-F, Part I. Perform a sieve analysis on processed RAS material before extraction (or ignition) of the asphalt binder.

Add sand meeting the requirements of Table 1 and Table 2 or fine RAP to RAS stockpiles if needed to keep the processed material workable. Any stockpile that contains RAS will be considered a RAS stockpile and be limited to no more than 5.0% of the HMA mixture in accordance with Table 4.

Certify compliance of the RAS with DMS-11000, “Evaluating and Using Nonhazardous Recyclable Materials Guidelines.” Treat RAS as an established nonhazardous recyclable material if it has not come into contact with any hazardous materials. Use RAS from shingle sources on the Department’s MPL. Remove substantially all materials before use that are not part of the shingle, such as wood, paper, metal, plastic, and felt paper. Determine the deleterious content of RAS material for mixture design purposes in accordance with Tex-217-F, Part III. Do not use RAS if deleterious materials are more than 0.5% of the stockpiled RAS unless otherwise approved. Submit a sample for approval before submitting the mixture design. The Department will perform the testing for deleterious material of RAS to determine specification compliance.

2.8. Substitute Binders. Unless otherwise shown on the plans, the Contractor may use a substitute PG binder listed in Table 5 instead of the PG binder originally specified, if the substitute PG binder and mixture made with the substitute PG binder meet the following:

the substitute binder meets the specification requirements for the substitute binder grade in accordance with Section 300.2.10., “Performance-Graded Binders;” and the mixture has less than 10.0 mm of rutting on the Hamburg Wheel test (Tex-242-F) after the number of passes required for the originally specified binder.

Table 5 Allowable Substitute PG Binders and Maximum Recycled Binder Ratios

Originally Specified PG Binder

Allowable Substitute PG

Binder

Maximum Ratio of Recycled Binder1 to Total Binder (%) Surface Intermediate Base

HMA

76-222 70-22 or 64-22 20.0 20.0 20.0 70-28 or 64-28 30.0 35.0 40.0

70-222 64-22 20.0 20.0 20.0

64-28 or 58-28 30.0 35.0 40.0 64-222 58-28 30.0 35.0 40.0

76-282 70-28 or 64-28 20.0 20.0 20.0

64-34 30.0 35.0 40.0

70-282 64-28 or 58-28 20.0 20.0 20.0 64-34 or 58-34 30.0 35.0 40.0

64-282 58-28 20.0 20.0 20.0 58-34 30.0 35.0 40.0

WMA3

76-222 70-22 or 64-22 30.0 35.0 40.0 70-222 64-22 or 58-28 30.0 35.0 40.0 64-224 58-28 30.0 35.0 40.0 76-282 70-28 or 64-28 30.0 35.0 40.0 70-282 64-28 or 58-28 30.0 35.0 40.0 64-284 58-28 30.0 35.0 40.0

1. Combined recycled binder from RAP and RAS.

2. Use no more than 20.0% recycled binder when using this originally specified PG binder.

3. WMA as defined in Section 340.2.6.2., “Warm Mix Asphalt (WMA).”

4. When used with WMA, this originally specified PG binder is allowed for use at the maximum recycled binder ratios shown in this table.

3. EQUIPMENT

Provide required or necessary equipment in accordance with Item 320, “Equipment for Asphalt Concrete Pavement.”

4. CONSTRUCTION

Produce, haul, place, and compact the specified paving mixture

4.1. Certification. Personnel certified by the Department-approved hot-mix asphalt certification program must conduct all mixture designs, sampling, and testing in accordance with Table 6. Provide a mixture design developed and signed by a Level 2 certified specialist.

Table 6 Test Methods, Test Responsibility, and Minimum Certification Levels

Test Description Test Method Contractor Engineer Level1

1. Aggregate and Recycled Material Testing Sampling Tex-221-F 1A Dry sieve Tex-200-F, Part I 1A Washed sieve Tex-200-F, Part II 1A Deleterious material Tex-217-F, Parts I & III 1A Decantation Tex-217-F, Part II 1A Los Angeles abrasion Tex-410-A TxDOT Magnesium sulfate soundness Tex-411-A TxDOT Micro-Deval abrasion Tex-461-A 2 Crushed face count Tex-460-A 2 Flat and elongated particles Tex-280-F 2 Linear shrinkage Tex-107-E 2 Sand equivalent Tex-203-F 2 Organic impurities Tex-408-A 2

2. Asphalt Binder & Tack Coat Sampling Asphalt binder sampling Tex-500-C, Part II 1A/1B Tack coat sampling Tex-500-C, Part III 1A/1B

3. Mix Design & Verification Design and JMF changes Tex-204-F 2 Mixing Tex-205-F 2 Molding (TGC) Tex-206-F 1A Molding (SGC) Tex-241-F 1A Laboratory-molded density Tex-207-F 1A VMA2 (calculation only) Tex-204-F 2 Rice gravity Tex-227-F 1A Ignition oven correction factors3 Tex-236-F 2 Indirect tensile strength Tex-226-F 2 Hamburg Wheel test Tex-242-F 2 Boil test Tex-530-C 1A

4. Production Testing Mixture sampling Tex-222-F 1A Molding (TGC) Tex-206-F 1A Molding (SGC) Tex-241-F 1A Laboratory-molded density Tex-207-F 1A VMA2 (calculation only) Tex-204-F 1A Rice gravity Tex-227-F 1A Gradation & asphalt binder content3 Tex-236-F 1A Moisture content Tex-212-F 1A Hamburg Wheel test Tex-242-F 2 Boil test Tex-530-C 1A

5. Placement Testing Trimming roadway cores Tex-207-F 1A/1B In-place air voids Tex-207-F 1A/1B Establish rolling pattern Tex-207-F 1B Ride quality measurement Tex-1001-S Note 4

1. Level 1A, 1B, and 2 are certification levels provided by the Hot Mix Asphalt Center certification program.

2. Voids in mineral aggregates.

3. Refer to Section 340.4.8.3., “Production Testing,” for exceptions to using an ignition oven.

4. Profiler and operator are required to be certified at the Texas A&M Transportation Institute facility when Surface

Test Type B is specified.

4.2. Reporting, Testing, and Responsibilities. Use Department-provided templates to record and calculate all test data pertaining to the mixture design. The Engineer will use Department templates for any production and placement testing. Obtain the current version of the templates at http://www.txdot.gov/inside-txdot/forms-publications/consultants-contractors/forms/site-manager.html or from the Engineer.

The maximum allowable time for the Engineer to exchange test data with the Contractor is as given in Table 7 unless otherwise approved. The Engineer will immediately report to the Contractor any test result that requires suspension of production or placement or that fails to meet the specification requirements.

Subsequent mix placed after test results are available to the Contractor, which require suspension of operations, may be considered unauthorized work. Unauthorized work will be accepted or rejected at the discretion of the Engineer in accordance with Article 5.3., “Conformity with Plans, Specifications, and Special Provisions.”

Table 7 Reporting Schedule

Description Reported By Reported To To Be Reported Within Production Testing

Gradation

Engineer

Contractor

1 working day of completion of the test

Asphalt binder content Laboratory-molded density VMA (calculation) Hamburg Wheel test Moisture content Boil test Binder tests

Placement Testing

In-place air voids

Engineer

Contractor

1 working day of completion of the test1

1. 2 days are allowed if cores cannot be dried to constant weight within 1 day.

4.3. Mixture Design.

4.3.1. Design Requirements. The Contractor may design the mixture using a Texas Gyratory Compactor (TGC) or a Superpave Gyratory Compactor (SGC) unless otherwise shown on the plans. Use the dense-graded design procedure provided in Tex-204-F. Design the mixture to meet the requirements listed in Tables 1, 2, 3, 4, 5, 8, 9, and 10.

4.3.1.1. Target Laboratory-Molded Density When The TGC Is Used. Design the mixture at a 96.5% target laboratory-molded density. Increase the target laboratory-molded density to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification.

4.3.1.2. Design Number of Gyrations (Ndesign) When The SGC Is Used. Design the mixture at 50 gyrations

(Ndesign). Use a target laboratory-molded density of 96.0% to design the mixture; however, adjustments can be made to the Ndesign value as noted in Table 9. The Ndesign level may be reduced to no less than 35 gyrations at the Contractor’s discretion.

Use an approved laboratory from the Department’s MPL to perform the Hamburg Wheel test in accordance with Tex-242-F, and provide results with the mixture design, or provide the laboratory mixture and request that the Department perform the Hamburg Wheel test. The Engineer will be allowed 10 working days to provide the Contractor with Hamburg Wheel test results on the laboratory mixture design.

The Engineer will provide the mixture design when shown on the plans. The Contractor may submit a new mixture design at any time during the project. The Engineer will verify and approve all mixture designs (JMF1) before the Contractor can begin production.

Master Gradation Limits (% Passing by Weight or Volume) and VMA Requirements

Sieve Size

A Coarse Base

B Fine Base

C Coarse Surface

D Fine

Surface

F Fine

Mixture 2″ 100.01 – – – –

1-1/2″ 98.0–100.0 100.01 – – – 1″ 78.0–94.0 98.0–100.0 100.01 – –

3/4″ 64.0–85.0 84.0–98.0 95.0–100.0 100.01 – 1/2″ 50.0–70.0 – – 98.0–100.0 100.01

3/8″ – 60.0–80.0 70.0–85.0 85.0–100.0 98.0–100.0 #4 30.0–50.0 40.0–60.0 43.0–63.0 50.0–70.0 70.0–90.0 #8 22.0–36.0 29.0–43.0 32.0–44.0 35.0–46.0 38.0–48.0 #30 8.0–23.0 13.0–28.0 14.0–28.0 15.0–29.0 12.0–27.0 #50 3.0–19.0 6.0–20.0 7.0–21.0 7.0–20.0 6.0–19.0 #200 2.0–7.0 2.0–7.0 2.0–7.0 2.0–7.0 2.0–7.0

Design VMA, % Minimum

– 12.0 13.0 14.0 15.0 16.0

Production (Plant-Produced) VMA, % Minimum

– 11.5 12.5 13.5 14.5 15.5

1. Defined as maximum sieve size. No tolerance allowed.

Table 9 Laboratory Mixture Design Properties

Mixture Property Test Method Requirement Target laboratory-molded density, % (TGC) Tex-207-F 96.51

Design gyrations (Ndesign for SGC) Tex-241-F 502

Indirect tensile strength (dry), psi Tex-226-F 85–2003

Boil test4 Tex-530-C –

1. Increase to 97.0% or 97.5% at the Contractor’s discretion or when shown on the plans or specification.

2. Adjust within a range of 35–100 gyrations when shown on the plans or specification or when mutually agreed between the Engineer and Contractor.

3. The Engineer may allow the IDT strength to exceed 200 psi if the corresponding Hamburg

Wheel rut depth is greater than 3.0 mm and less than 12.5 mm.

4. Used to establish baseline for comparison to production results. May be waived when approved.

Table 10 Hamburg Wheel Test Requirements

High-Temperature Binder Grade

Test Method

Minimum # of Passes @ 12.5 mm1 Rut Depth, Tested @

50°C PG 64 or lower

Tex-242-F 10,0002

PG 70 15,0003

PG 76 or higher 20,000

1. When the rut depth at the required minimum number of passes is less than 3 mm, the

Engineer may require the Contractor to increase the target laboratory-molded density (TGC) by 0.5% to no more than 97.5% or lower the Ndesign level (SGC) to no less than 35 gyrations.

2. May be decreased to no less than 5,000 passes when shown on the plans.

3. May be decreased to no less than 10,000 passes when shown on the plans.

4.3.2. Job-Mix Formula Approval. The job-mix formula (JMF) is the combined aggregate gradation, target laboratory-molded density (or Ndesign level), and target asphalt percentage used to establish target values for hot-mix production. JMF1 is the original laboratory mixture design used to produce the trial batch. When

WMA is used, JMF1 may be designed and submitted to the Engineer without including the WMA additive.

When WMA is used, document the additive or process used and recommended rate on the JMF1 submittal.

Furnish a mix design report (JMF1) with representative samples of all component materials and request approval to produce the trial batch. Provide approximately 10,000 g of the design mixture and request that the Department perform the Hamburg Wheel test if opting to have the Department perform the test. The Engineer will verify JMF1 based on plant-produced mixture from the trial batch unless otherwise determined.

The Engineer may accept an existing mixture design previously used on a Department project and may waive the trial batch to verify JMF1. Provide split samples of the mixtures and blank samples used to determine the ignition oven correction factors. The Engineer will determine the aggregate and asphalt correction factors from the ignition oven used for production testing in accordance with Tex-236-F.

4.3.3. JMF Adjustments. If JMF adjustments are necessary to achieve the specified requirements, the adjusted

JMF must:

be provided to the Engineer in writing before the start of a new lot;

be numbered in sequence to the previous JMF;

meet the mixture requirements in Table 4 and Table 5;

meet the master gradation limits shown in Table 8; and be within the operational tolerances of the current JMF listed in Table 11.

Table 11

Operational Tolerances

Description Test Method Allowable Difference Between Trial Batch and JMF1 Target

Allowable Difference from Current JMF Target

Individual % retained for #8 sieve and larger

Tex-200-F or Tex-236-F

Must be within master grading limits in Table 8

±5.01,2

Individual % retained for sieves smaller than #8 and larger than #200

±3.01,2

% passing the #200 sieve ±2.01,2

Asphalt binder content, % Tex-236-F ±0.5 ±0.32

Laboratory-molded density, % Tex-207-F ±1.0 ±1.0 VMA, %, min Tex-204-F Note 3 Note 3

1. When within these tolerances, mixture production gradations may fall outside the master grading limits; however, the % passing the #200 will be considered out of tolerance when outside the master grading limits.

2. Only applies to mixture produced for Lot 1 and higher.

3. Mixture is required to meet Table 8 requirements.

4.4. Production Operations. Perform a new trial batch when the plant or plant location is changed. Take corrective action and receive approval to proceed after any production suspension for noncompliance to the specification. Submit a new mix design and perform a new trial batch when the asphalt binder content of:

any RAP stockpile used in the mix is more than 0.5% higher than the value shown on the mixture design report; or RAS stockpile used in the mix is more than 2.0% higher than the value shown on the mixture design report.

4.4.1. Storage and Heating of Materials. Do not heat the asphalt binder above the temperatures specified in Item 300, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Provide the Engineer with daily records of asphalt binder and hot-mix asphalt discharge temperatures (in legible and discernible increments) in accordance with Item 320, “Equipment for Asphalt Concrete Pavement,” unless otherwise directed. Do not store mixture for a period long enough to affect the quality of the mixture, nor in any case longer than 12 hr. unless otherwise approved.

4.4.2. Mixing and Discharge of Materials. Monitor the temperature of the material in the truck before shipping to ensure that it does not exceed 350°F (or 275°F for WMA) and is not lower than 215°F.

Produce WMA within the target discharge temperature range of 215°F and 275°F when WMA is required.

Take corrective action any time the discharge temperature of the WMA exceeds the target discharge range.

The Engineer may suspend production operations if the Contractor’s corrective action is not successful at controlling the production temperature within the target discharge range. Note that when WMA is produced, it may be necessary to adjust burners to ensure complete combustion such that no burner fuel residue remains in the mixture.

Control the mixing time and temperature so that substantially all moisture is removed from the mixture before discharging from the plant. The Engineer may determine the moisture content by oven-drying in accordance with Tex-212-F, Part II, and verify that the mixture contains no more than 0.2% of moisture by weight.

4.5. Hauling Operations. Clean all truck beds before use to ensure that mixture is not contaminated. Use a release agent shown on the Department’s MPL to coat the inside bed of the truck when necessary.

Use equipment for hauling as defined in Section 340.4.6.3.2., “Hauling Equipment.” Use other hauling equipment only when allowed.

4.6. Placement Operations. Collect haul tickets from each load of mixture delivered to the project. Use a hand-held thermal camera or infrared thermometer to measure and record the internal temperature of the mixture as discharged from the truck or Material Transfer Device (MTD) before or as the mix enters the paver and an approximate station number or GPS coordinates on each ticket unless otherwise directed.

Prepare the surface by removing raised pavement markers and objectionable material such as moisture, dirt, sand, leaves, and other loose impediments from the surface before placing mixture. Remove vegetation from pavement edges. Place the mixture to meet the typical section requirements and produce a smooth, finished surface with a uniform appearance and texture. Offset longitudinal joints of successive courses of hot-mix by at least 6 in. Place mixture so that longitudinal joints on the surface course coincide with lane lines, or as directed. Ensure that all finished surfaces will drain properly.

Place the mixture at the rate or thickness shown on the plans. The thickness determined is based on the rate of 110 lb./sq. yd. for each inch of pavement unless otherwise shown on the plans.

Table 12 Compacted Lift Thickness and Required Core Height

Mixture Type

Compacted Lift Thickness Guidelines Minimum Untrimmed Core Height (in.) Eligible for

Testing Minimum (in.) Maximum (in.)

A 3.00 6.00 2.00 B 2.50 5.00 1.75 C 2.00 4.00 1.50 D 1.50 3.00 1.25 F 1.25 2.50 1.25

4.6.1. Weather Conditions. Place mixture when the roadway surface temperature is at or above 60°F unless otherwise approved. Measure the roadway surface temperature with a hand-held thermal camera or infrared thermometer. The Engineer may allow mixture placement to begin before the roadway surface reaches the required temperature if conditions are such that the roadway surface will reach the required temperature within 2 hr. of beginning placement operations. Place mixtures only when weather conditions and moisture conditions of the roadway surface are suitable.

4.6.2. Tack Coat. Clean the surface before placing the tack coat. Apply a uniform tack coat at the specified rate unless otherwise directed. Apply the tack coat in a uniform manner to avoid streaks and other irregular patterns. Apply a thin, uniform tack coat to all contact surfaces of curbs, structures, and all joints. Allow adequate time for emulsion to break completely before placing any material. Prevent splattering of tack coat when placed adjacent to curb, gutter, and structures. Roll the tack coat with a pneumatic-tire roller to remove streaks and other irregular patterns when directed.

5. MEASUREMENT

Hot mix will be measured by the ton of composite hot-mix, which includes asphalt, aggregate, and additives.

Measure the weight on scales in accordance with Item 520, “Weighing and Measuring Equipment.”