ITB-2018-0341_Exhibit_7_Specification_for_Warm_Mix_Asphalt_Pavement_–_CASB_334.pdf

PUR-F-501 Rev. 3/2018

City of Casselberry | Finance Department | Procurement Division

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

ITB-2018-0341

INVITATION TO BID (ITB) – CONSTRUCTION

Due Date:

May 31, 2018

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

Exhibit 7

Specification for Warm Mix Asphalt Pavement – CASB 334

CASB 334-1 DESCRIPTION

(This specification supersedes the FDOT specification Section 334 in its entirety.)

CASB 334-1.1 General: The City of Casselberry, Florida (CASB) will administer this work under the direction of the CASB or their designated agent (Engineer). The work under this section shall consist of furnishing asphalt pavement composed of mineral aggregate and performance graded asphalt binder, mineral filler, recycled pavement, anti-strip additives, and if applicable, manufactured warm mix asphalt (WMA) additive and/or WMA plant process modifications that are mixed in a central mixing plant and placed on a prepared course in accordance with these specifications, and the CASB Contract Documents, conformance to the lines, grades, thickness and typical cross sections shown on the contract drawings or as directed by the Engineer.

Meet the applicable requirements for plants, equipment and construction requirements as defined in FDOT Section 320 of the Standard Specifications, latest edition unless otherwise modified herein. Meet the applicable requirements for asphalt mixtures as defined in FDOT 330, 334, 336, and 337 unless otherwise modified herein.

Meet the requirements for Quality Control Plans, FDOT 105, 330, and 334 unless otherwise modified herein, and Quality Acceptance as defined within this specification.

Each course shall be constructed to the depth, typical section, or elevation required by the contract and/or plans and shall be rolled, finished, and approved before the placement of the next course.

CASB 334-1.2 Work Categories: Construction of Asphalt Pavement will fall into one or more of the following Work Categories based upon Lots produced, placed, evaluated and accepted:

CASB 334-1.2.1 Work Category 1: Includes the construction of small parking lots and small pavement facilities generally less than a total of 300 tons.

CASB 334-1.2.2 Work Category 2: Includes the construction of larger parking lots and roadways generally between 300 ton and 2000 ton total for the project.

CASB 334-1.2.3 Work Category 3: Includes the construction of mainline roadways, turn lanes, cross overs, ramps, and shoulders generally greater than 2000 tons for the project.

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

CASB 334-1.3 Lot Sizes

Quality Characteristic Lot Size & Unit of Measure

PG Asphalt Binder Grading

Total Tons of asphalt mixture per Work Category from all JMFs using the same PGAB Grade (from same PGAB Supplier), produced by a single plant and placed within same CASB fiscal year

PG Asphalt Binder Content, % pass #8, % pass #200

Total Tons of Asphalt mixture with same JMF, produced by a single plant, per Work Category, per day (24-hrs)

Volumetrics - Air Voids

In-Place Density – Mat; and, Thickness; and, Smoothness and Cross-Slope

Total lineal feet of paver pass with same JMF for same individual pavement course, produced by a single plant, per Work Category, per day (24-hrs), per facility (1)

In-Place Density- Longitudinal Joint

Total lineal feet of Longitudinal Joint with same JMF for same individual pavement course, produced by a single plant, per Work Category, per day (24-hrs), per facility (1)(2)

Note (1): Facility is defined as a roadway, street, bridge deck, ramp, access road, parking lot, driveway or other pavement that has essentially similar cross-section for the purposes of obtaining uniform placement, compaction, texture and smoothness.

Note (2): Separate LOTs for Longitudinal Joint quality measurement will not be considered for single paver pass in-lay work but will be considered for multiple paver passes within the same day.

CASB 334-1.4 Mix Types: Use the appropriate asphalt mix as determined by CASB. Mixtures will be classed as fine graded, Type SP 9.5, 12.5 or Friction Course, FC-5. Traffic Level and PGAB binders will be as specified by the Engineer and shown within the project scope. No substitutions of mixture types shall be used unless otherwise approved by the Engineer.

CASB 334-1.5 Thickness: The total pavement thickness of the asphalt pavement will be based on the plan thickness or as shown within the Contract Documents and shall not be more deficient than that shown in the table below entitled “Thickness Acceptance Tolerances”. The thickness acceptance tolerance requirements contained herein shall apply only when each pavement layer is specified to be a uniform compacted thickness of 1 inch or greater. Thickness shall be evaluated for acceptance by the Engineer. Measurements of thickness may be checked periodically by the Contractor in following their QC system for field operations. Measurements of thickness for acceptance shall be made by the Engineer using yield calculations using the actual bulk specific gravity of the asphalt pavement. In the event of a dispute on thickness or density, cores will be taken, split sampled, tested by both parties and a determination will be rendered based upon the core results.

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

The compacted thickness of each layer of the asphalt mixture will be measured to determine compliance with the acceptance tolerances as given below. The average measured thickness of each lift will be determined by measurements taken by the Engineer. The finished pavement course shall not vary from that specified or shown on the contract drawings by more or less than the following tolerances. In the event the total thickness of any course of material varies from those specified beyond the tolerances given, the longitudinal and transverse limits of such variation will be determined by the Engineer. Where the thickness of any course is less than that specified beyond the tolerances given, the Contractor, with the approval of the Engineer, shall take corrective action in accordance with CASB 334-4.10.5.

The Contractor shall correct pavement areas varying in excess of these amounts by removing and replacing the defective work or as ordered by the Engineer in accordance with CASB 334-4.10.5.

Skin patching will not be permitted.

THICKNESS ACCEPTANCE TOLERANCES

Specified Thickness Allowable Tolerances 1” to 2” +/- 1/4”

>2”+ to 5” +/- 3/8” Over 5” +/- 1/2”

CASB 334-2 MATERIALS

CASB 334-2.1 Performance Graded Asphalt Binders: PGAB binders will be as designated within the Contract Documents. Unless otherwise specified within the contract documents, use a PGAB 67-22 for non- truck route Work Category 1 and 2 projects. Unless otherwise specified within the contract documents, use a PGAB 76-22 for truck route projects as determined by CASB or their Engineer. Binders must be from the FDOT Qualified Products List (QPL). For binders not on the QPL, submit samples and certified test reports and materials certificates to the Engineer for approval. For Friction Course mixtures, meet the requirements of FDOT Section 336 and 337. PG binders shall conform to FDOT 334-2.1.

For WMA techonologies having production temperatures 100°F or more lower than HMA production temperatures, it may be necessary to increase the high-temperature performance grade of the binder one grade to meet the rutting resistance requirements of AASHTO R35.

CASB 334-2.2 Aggregate: Use aggregate capable of producing a quality pavement. For all Work Categories, the Contractor and aggregate supplier shall certify that the materials meet the FDOT requirements. For Friction Course mixtures, meet the requirements of FDOT Section 337-2.5 for Hydrated Lime; no RAP material will be permitted. No recycled crushed glass aggregate will be permitted in the surface course mixtures.

CASB 334-2.3 Reclaimed Asphalt Pavement (RAP) Material:

CASB 334-2.3.1 General Requirements: RAP may be used as a component of the asphalt mixture if approved by the Engineer. Usage of RAP is subject to the following requirements:

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

1. Limit the amount of RAP material used in the asphalt mixture to a maximum of 50 percent by weight of total aggregate. When using a PG 76-22 or higher PG grade, limit the amount of RAP material used in the mix to a maximum of 15% by weight of total aggregate. As an exception, amounts greater than 15% and less than or equal to 20% by weight of total aggregate may be used if no more than 15% by weight of the total asphalt binder comes from the RAP material.

For RAP percentages less than 20% (for non-trucks facilities), use PGAB 67-22. For RAP percentages between 20% and 30% (for non-truck facilities), use PGAB 64-22.

For RAP percentages greater than or equal to 30%, use recycling agents.

2. Do not use RAP material in any Friction course mixes.

3. Provide stockpiled RAP material that is reasonably consistent in characteristics and contains no aggregate particles which are soft or conglomerates of fines, that contains minor amounts of crack sealer, and that is free of injurious amounts of materials that will jeopardize the quality of the asphalt mixture.

4. Provide RAP material having a minimum average asphalt content of 4.0 percent by weight of total mix.

As an exception, when using fractionated RAP, the minimum average binder content for the coarse portion of the RAP shall be 2.5 percent by weight of the coarse portion of the RAP. The coarse portion of RAP shall be the portion of the RAP retained on the No. 4 sieve. The Engineer may sample the job mix formula (JMF) selected RAP stockpile as designated on the JMF to verify that this and the other requirements are met.

5. If oversized RAP material appears in the completed recycle mix, take the appropriate corrective action immediately. If the appropriate corrective actions are not immediately taken, stop plant operations.

6. RAP Asphalt mixtures shall not be loaded into surge or storage silos unless Engineer is present at plant.

7. WMA mixtures containing RAP shall have a planned field compaction temperature greater than the as-recovered high-temperature grade of the RAP binder.

CASB 334-2.3.2 Material Characterization: Assume responsibility for establishing the asphalt binder content, gradation, viscosity and bulk specific (Gsb) of the RAP material based on a representative sampling of the material.

CASB 334-2.3.3 Asphalt Binder for Mixes with RAP: Select the appropriate asphalt binder grade such that the final recycled mixture meets the requirements of the appropriate binder grade for the project. The JMF shall include such binder viscosity tests with the selected RAP percentage and designated RAP stockpile to confirm specification compliance. In general, for RAP percentages less than 20%, no asphalt binder grade adjustments are necessary in the mixture. See CASB 334-6.2.3(a).

CASB 334-3 COMPOSITION OF MIXTURE

CASB 334-3.1 General: Compose the asphalt mixture using a combination of approved aggregates, RAP, mineral filler and anti-strip agent, if required, additives, asphalt binder material, and, if desired, manufactured WMA additive and/or WMA plant process modifications. WMA technologies (additives, foaming technologies, etc) listed on the FDOT website may be used in the production of the mix. Evidence of current state approval shall be provided. The URL for obtaining this information, if available is:

http://www.dot.state.fl.us/Specificationsoffice/implemented/URLinSpecs/files/WarmMixAsphalt.pdf.

Size, grade and combine the aggregate fractions to meet the grading and physical properties of the mix design.

Aggregates from various sources may be combined. For Friction Course mixtures, meet the requirements of

FDOT 337-3.3.

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CASB 334-3.2 Mix Design

CASB 334-3.2.1: General: Design the asphalt mixture in accordance with AASHTO R35-12 and FDOT 334-3, except as noted herein. For those mix designs that are FDOT approved, submit the proposed JMF mix design with supporting test data indicating compliance with all mix design criteria to the Engineer a minimum of one week prior to production. Prior to the production of any asphalt mixture, obtain the Engineer’s conditional approval of the mix design.

For those mix designs that do not have current FDOT 334-3 approvals, Engineer will require a mix design verification and a Control Strip under the requirements of CASB 334-4.2.1 for Work Category 3 projects, unless directed otherwise by Engineer. If required by the Engineer, send representative samples of all component materials, including the PGAB binder to the Engineer’s AASHTO Accredited laboratory for verification. Allow the Engineer a maximum of four weeks to either conditionally verify or reject the mix as designed. Contractor may elect to place the Control Strip prior to Engineer verification, but will do so solely at the Contractor’s risk.

WMA – Include a description of the WMA technology and the target dosage rate together with the submission of an MSDS for the additive, if applicable, and submission of either enough of the additive for the laboratory mix design verification, or the additive pre-blended in the PGAB at the correct dosage. If the additive is not pre-blended into the PGAB, include directions for properly incorporating the additive into the laboratory made mixture. Include manufacturer’s temperature range for mixing and compaction. The WMA mix design shall include the high temperature grade of the recovered binder in the RAP for mixtures incorporating RAP. The percent coating shall be evaluated and reported in accordance with AASHTO T195. The mix design shall include the gyrations needed to reach 92 percent relative density at the design binder content at the planned field compaction temperature and 30 C below the planned field compaction temperature. The resulting gyration ratio shall be calculated and reported. The mix design shall also include the dry tensile strength, tensile strength ratio, and observed stripping at the design binder content. The wma mix design shall include the flow number test temperature and the flow number at the design binder content. At this time, mechanical foaming WMA is not approved for use in CASB.

The Control Strip will be designated as the Initial Production Lot per mix design. During this period, Contractor shall demonstrate the capability to produce and place the mixture as specified unless waived by the Engineer.

CASB 334-3.2.2: Mixture Gradation Requirements: Combine the aggregates in proportions that will produce an asphalt mixture meeting all of the requirements defined in this specification and conform to the gradation requirements of the design as defined in AASHTO M323-07, Table 3.

CASB 334-3.2.2 (a): Mixture Gradation Classification: Plot the combined mixture gradation on an FHWA 0.45 Power Gradation Chart. Include the Control Points from AASHTO M323- 07, Table 3, as well as the Primary Control Sieve (PCS) Control Point from AASHTO M323-07, Table 4. Fine mixes are defined as having a gradation that passes above or through the primary control sieve control point. Use only fine mixes unless otherwise directed by the Engineer, with the exception of open-graded friction courses.

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

CASB 334-3.2.3 Aggregate Consensus Properties: Meet the requirements as stated in FDOT 334-3.2.3 for Coarse Aggregate Angularity, Fine Aggregate Angularity, Flat and Elongated Particles and Sand Equivalent.

CASB 334-3.2.4 Gyratory Compaction: Compact the design mixture in accordance with AASHTO T312-08.

Use the number of gyrations as defined in AASHTO R35-04, Table 1 with the following exceptions: for Traffic Level A mixes, compact the mixture to Ndesign at 50 revolutions; for Traffic Level B mixes, compact the mixture to Ndesign at 65 revolutions; for Traffic Level C mixes, compact the mixture as specified by FDOT for the Traffic Level of 0.3 x 106 to < 3 x 106 ESAL’s.

CASB 334-3.2.5 Design Criteria: Meet the requirements for nominal maximum aggregate size as defined in AASHTO M323-07, as well as for relative density, VMA, VFA, and dust-to-binder ratio as specified in AASHTO M323-07, Table 6. Use a dust-to-binder ratio of 0.8 to 1.6 for coarse mixes.

CASB 334-3.2.6 Moisture Susceptibility: Prior to JMF approval, the Contractor shall determine the moisture susceptibility of each mixture in accordance with FM 1-T283. Test 4 inch specimens in accordance with FM 1- T 283. Provide a mixture having a retained tensile strength ratio of at least 0.80 and a minimum tensile strength (unconditioned) of 100 psi. If necessary, add a liquid anti- stripping agent from the FDOT Qualified Products List, or hydrated lime in order to meet these criteria.

WMA mixtures may be evaluated with 6” diameter specimens provided the material contains a minimum of 0.5% antistrip additive.

RCID 334-3.2.7 Warm Mix Asphalt: Evaluated in accordance with AASHTO T195 needs to contain a minimum of 95% coating. The WMA shall obtain a compactability ratio of less than or equal to 1.25. The rutting resistance of the WMA shall be evaluated in accordance with AASHTO T79. The WMA shall achieve minimum flow numbers is accordance with the following table:

WMA Flow Number

Traffic Level, Million ESALs

Minimum Flow Number

<3 N/A 3 to <10 30 10 to <30 105

>30 415

CASB 334-3.2.8 Additional Information: In addition to the requirements listed above, provide the following information on each mix design:

1. The design traffic level and the design number of gyrations (Ndesign).

2. The source and description of the materials to be used.

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

3. The FDOT source number and the FDOT product code of the aggregate components furnished from an FDOT approved source.

4. The gradation and proportions of the raw materials as intended to be combined in the paving mixture.

The gradation of the component materials shall be representative of the material at the time of use. Compensate for any change in aggregate gradation caused by handling and processing as necessary.

5. A single percentage of the combined mineral aggregate passing each specified sieve. Degradation of the aggregate due to processing (particularly material passing the No. 200 sieve) should be accounted for and identified.

6. The bulk specific gravity (Gsb) value for each individual aggregate and RAP component.

7. A single percentage of asphalt binder by weight of total mix intended to be incorporated in the completed mixture, shown to the nearest 0.1 percent.

8. A target temperature at which the mixture is to be discharged from the plant and a target roadway compaction temperature. Use FDOT specified maximum target temperature of 330oF for modified asphalts and 315oF for unmodified asphalts unless otherwise specified by the manufacturers PGAB binder temperature/viscosity charts for mixing/compaction temperatures for special PGABs.

9. Provide the asphalt mixture physical properties achieved at four different asphalt binder contents. One shall be at the optimum asphalt content, and must conform to all FDOT specified physical requirements.

10. The name of the Mix Designer

11. The ignition oven calibration factor.

12. WMA technology, if used. – Comply with the manufacturer’s recommendations for incorporating the WMA technology. Test specimens may be made from plant produced or laboratory prepared WMA. Test specimens must be made from plant produced WMA if adding the WMA technology in the laboratory does not simulate the production process.

CASB 334-3.3 Mix Design Revisions: During production, the Contractor may request a target value revision to a mix design, subject to meeting the following requirements: (1) the target change falls within the limits defined in Table 334-4 of the FDOT Standard Specifications, latest edition, (2) data exists demonstrating that the mix complies with production air voids specification criteria, and (3) the mixture gradation meets the basic gradation requirements defined in CASB 334.3.2.2 (a) of this specification.

Submit all requests for revisions to mix designs, along with supporting documentation, to the Engineer. In order to expedite the revision process, the request for revision or discussions on the possibility of a revision may be made verbally, but must be followed up by a written request. The verified mix design will remain in effect until the Engineer authorizes a change. In no case will the effective date of the revision be established earlier than the date of the first communication between the Contractor and the Engineer regarding the revision.

A new mix design will be required if aggregate sources change, or for any substitution of an aggregate product with a different aggregate code, unless approved by the Engineer.

CASB 334-4 GENERAL CONSTRUCTION REQUIREMENTS

CASB 334-4.1 Weather Limitations: Do not transport asphalt mix from the plant to the roadway unless all weather conditions are suitable for the asphalt mixture placement operations. Asphalt mixtures shall not be

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

placed on any wet surface or when weather conditions otherwise prevent the proper handling, finishing, or compaction of the mixture. If precipitation is imminent and the Contractor has not suspended operations, the Engineer may suspend the loading of trucks and not allow trucks to leave the plant. The Contractor may resume operations when the precipitation has stopped and the surface is free of water. The Engineer shall not be responsible for delays, material produced, cessation of supply, or penalities.

CASB 334-4.2 Limitations of Placement Operations:

CASB 334-4.2.1 Control Strip: If Contractor has not produced and placed JMF as designed for this CASB project for FDOT previously, then a Control Strip will be required for Work Category 3 projects, unless directed otherwise by Engineer. The Control Strip will be designated as the Initial Production Lot per mix design. During this period, the Contractor shall demonstrate the capability to produce and place the mixture as specified unless waived by the Engineer. If necessary, during this time, make adjustments to the mix design under the requirements of CASB 334-3.3. Any target value adjustments to the mix design will result in the Lot being terminated and evaluated for payment purposes per CASB 334-6.7. Do not begin another Lot until a Control Strip has been successfully completed, or is waived by the Engineer. The amount of mixture for the Control Strip should be sufficient, at a minimum, to construct a test section 300 long and 20 to 30 feet wide placed in multiple paver passes, and shall be of the same depth specified for the construction of the course which it represents. If multiple paver passes are not required for the project, then the width shall be that which represents the travelway pull. The underlying grade or pavement structure upon which the Control Strip is to be constructed shall be the same as the remainder of that project course represented by the Control Strip. The equipment used in construction of the Control Strip shall be the same type and weight to be used on the remainder of the course represented by the Control Strip.

One random sample shall be taken at the plant by the Engineer and tested for gradation, PGAB binder content and air voids; these shall be tested for conformance to the requirements below.

Five randomly selected cores shall be taken from the finished pavement mat in the Control Strip, and five from the longitudinal joint, and tested for conformance to the requirements below. Longitudinal density testing is not required for single pass work. Nuclear and non-nuclear density equipment shall be calibrated from the control strip cores for use on the project. Random sampling shall be in accordance with procedures contained in ASTM D3665 and these specifications.

The Control Strip shall be considered acceptable: IF

1) Mat density and longitudinal joint density is achieved at 100% payment;

2) A minimum Pay Factor of 0.90 (CASB 334-8.3) for each quality characteristic of percent passing the #8 sieve, Air Voids, percent passing the #200 sieve and asphalt binder content is achieved and,

3) Asphalt pavement mat is uniform in texture and smoothness;

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

OR, if the Control Strip is uniform in texture and smoothness, and it conforms to the requirements for mat and longitudinal joint density and plant air voids as detailed above, the Contractor may elect to revise the target JMF within the tolerances allowed in CASB 334.3.3.

If the initial Control Strip should prove to be unacceptable, the necessary adjustments to the JMF, plant operation, placing procedures, and/or rolling procedures shall be made, and a second Control Strip shall then be placed.

When the initial Control Strip is unacceptable, but above a Pay Factor of 0.80 (CASB 334-8.3) for all Asphalt pavement quality characteristics and a minimum of 90% Pay Adjustment for mat and longitudinal joint density, and the asphalt pavement mat is uniform in texture and smoothness, it shall be allowed to remain in place and measured for payment under the requirements of CASB 334-8.

Additional Control Strips, as required, shall be constructed and evaluated for conformance to the specifications, until an acceptable Control Strip is constructed. Any Control Strips not meeting the criteria for PAYMENT as noted above shall be removed at the Contractor's expense and will not be measured for PAYMENT. The Engineer reserves the right to bill the Contractor or adjust payment for any testing fees associated with evaluating additional Control Strips that are found to be unacceptable. Full production shall not begin until an acceptable Control Strip has been constructed and approved by the Engineer. All Control Strips allowed to remain in place which are constructed per the project plans on an CASB project shall be paid for in accordance with the Section for Payment under the requirements of CASB 334-8.

Job mix formula quality control testing is to be performed by the Contractor at the start of plant production and in conjunction with the calibration of the plant for the JMF. It should be recognized that the aggregates produced by the plant may not satisfy the gradation requirements or produce a mix that exactly meets the JMF.

In those instances, it will be necessary to re-evaluate and re-design the mix using plant-produced aggregates.

Specimens should be prepared and the optimum asphalt binder content determined in the same manner as for the original design tests. A revised JMF will need to be submitted and a Control Strip constructed prior to approval and full production. The Control Strip and JMF submittal shall conform to all the specification requirements contained herein.

CASB 334-4.2.2 Surface Preparation: Spread the mixture only when the surface upon which it is to be placed has been previously prepared, is intact, firm, and properly cured, and dry. Do not place open graded friction course until the adjacent shoulder area has been dressed and grassed.

CASB 334-4.2.3 Air Temperature: Spread the mixture only when the air temperature in the shade and away from artificial heat is at least 400F for layers greater than 1 inch in thickness and at least 450F for layers 1 inch or less in thickness including leveling courses. The minimum temperature requirement for leveling courses placed at one-half inch or less is 500F.

The minimum ambient air temperature requirement may be reduced by 50F when using warm mix technology, if mutually agreed to by both the Engineer and the Contractor.

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Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

CASB 334-4.2.4 Wind: Do not spread the mixture when the wind is blowing to such an extent that proper and adequate compaction cannot be maintained or when sand, dust, etc. are being deposited on the surface being paved to the extent that the bond between layers will be diminished.

CASB 334-4.2.5 Night Paving: Provide sufficient traffic control and lighting for night operations.

CASB 334-4.3 Asphalt Mix Temperature: Heat and combine the ingredients of the Asphalt mix in such a manner as to produce a mixture with a temperature at the plant and at the roadway, within a range of 250F (single test) from the target JMF temperature. For warm mix asphalt, the Contractor may produce the first five loads of the production day at a hot mix asphalt temperature not to exceed 3300F for the purposes of heating the asphalt paver. For this situation, the 250F tolerance range does not apply to warm mix asphalt.

CASB 334-4.4 Contractor’s Responsibility for Mixture Requirements: Produce a homogeneous mixture, free from moisture and temperature and gradation segregation that meets all applicable FDOT specifications and these specification requirements. Apply these requirements to all mixes produced by a drum or batch process and all mixes processed through a hot storage or surge bin, both before and after storage. The Contractor shall use the JMF target values as the indicator of central tendency for the following test parameters with associated Action and Suspension Limit tolerances:

CASB 334-4.4.1 Asphalt Mixture Production Tolerance Limits for Individual Measurements

Sieve Size Action Suspension #4 (4.75 mm) thru 1-1/2” (37.5mm) ±6% ±9% #8 (2.36 mm) ±5% ±7.5% #16 (1.18 mm) ±5% ±7.5% #30 (0.600 mm) ±4% ±5.5 #50 (0.300 mm) ±3% ±4.5 #100 (0.150 mm) ±3% ±4.5 #200 (0.075 mm) ±2% ±3% Asphalt Binder Content ±0.4% ±0.70% Design Air Voids ±1% ±1.7%

When evaluating the production limits, the sieve sizes above the maximum size aggregate should be deleted from the Individual Measurements Chart and the maximum size aggregate sieve size Action and Suspension Limits should be changed to 0%.

CASB 334-4.4.2 Production Tolerance Limits for Multiple Measurements Range, or the difference between multiple tests, may be established to indicate production variability for the test parameters and Suspension Limits listed below. The range may be computed as the difference between the high and low test results per Lot for each control parameter. The Suspension Limits specified below are based on a sample size of n = 2. Should the Contractor elect to perform more than two tests per Lot, the Suspension Limits shall be adjusted by multiplying the Suspension Limit by 1.18 for n = 3 and by 1.27 for n = 4.

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Asphalt Mixture Production Limits Based On Range

(Based on n = 2)

Sieve Suspension Limit

#4 (4.75 mm) and Larger Size

11 percent

#8 (2.36 mm) 10 percent #16 (1.18 mm) 9 percent #50 (0.30 mm) 6 percent #200 (0.075 mm) 3.5 percent Asphalt Binder Content 0.8 percent Design Air Void Content 2.0 percent

CASB 334-4.4.3 Corrective Action: The Contractor’s Quality Control system shall include an appropriate action to be taken when the process is believed to be out of tolerance. The Contractor should review production on a continuous basis making adjustments to the process when necessary to keep the product consistent. As a minimum, a process shall be deemed out of control and production stopped and corrective action taken, if:

Design Air Voids falls outside the Suspension Limit line for its individual measurement or range; or

Design Air Voids and two or more points fall outside the Action Limit line for individual measurements or range; or Design Air Voids fall outside the Action Limit and one point falls outside the Suspension Limit for individual measurements or range; or

Three points in a row fall outside the Action Limit line for individual measurements.

Three nonconsecutive samples out of five fall outside the Action Limit line for individual measurements.

WMA – All metering devices will meet the current state agency requirement for liquid or mineral additives.

Document the integration of plant controls and interlocks when using WMA additive metering devices.

CASB 334-4.5 Transportation of the Mixture: Transport the mixture in vehicles previously cleaned of all foreign material. After cleaning, thinly coat the inside surface of the truck body with soapy water or an approved asphalt release agent as needed to prevent the mixture from adhering to the beds. Do not allow excess liquid to pond in the truck body; therefore dump off on approved areas. Do not use diesel fuel or any other hazardous or environmentally detrimental material as a coating for the inside surface of the truck body. Cover each load at all times. Clean out trucks after each paver unloading at approved locations and not on the prepared underlying surface.

CASB 334-4.6 Preparation of Surfaces Prior to Paving:

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CASB 334-4.6.1 Cleaning: Clean the surface of all loose and deleterious material by the use of power brooms or blowers, supplemented by hand brooming where necessary.

CASB 334-4.6.2. Patching and Leveling Courses: Where the asphalt mixture is to be placed on an existing pavement which is irregular, wherever the plans or contract documents indicate, or if directed by the Engineer, bring the existing surface to proper grade and cross-section by the application of patching or leveling courses.

CASB 334-4.6.3 Tack Coat: Contact surfaces of manholes, structures, natural pavement edges, etc. shall be painted with a thin, uniform tack coat just before the material is placed against them.

Tack coat is required on all surfaces to be paved. This includes freshly placed layers of asphalt pavement.

Tack coat shall be applied at a residual binder amount on the pavement between 0.02 to 0.05 gallons per square yard which equates to approximately 0.035 to 0.08 gallons per square yard of applied emulsion. This amounts to a very thin application that needs to be carefully applied by a distributor truck having calibrated nozzles set to provide a triple overlap of spray on the pavement surface. Dribbling emulsion on the surface is not acceptable.

Use a non-tracking tack coat (NTSS-1hm) or RS-1h, RS-2, CRS-1h as directed by CASB. This product shall meet the FDOT specifications.

Allow tack coat to break (water escapes from the product) prior to paving.

The Contractor shall apply tack coat in a manner which will prevent traffic from driving on the applied tack coat material.

CASB 334-4.7 Paving

CASB 334-4.7.1 Alignment of Edges: With the exception of pavements placed adjacent to curb and gutter or other true edges, place all pavements by the stringline, or approved equal, method to obtain an accurate, uniform alignment of the pavement edge.

CASB 334-4.7.2 Rain and Surface Conditions: Immediately cease transportation of asphalt mixtures from the plant when rain begins at the project. Do not place asphalt mixtures while rain is falling, or when there is water on the surface to be covered. Once the rain has stopped and water has been removed from the tacked surface to the satisfaction of the Engineer and the temperature of the mixture caught in transit still meets the requirements as specified in CASB 334-4.3, the Contractor may then place the asphalt mixture caught in transit.

CASB 334-4.7.3 Speed of Paver: For Work Category 3 projects, the Contractor is required to balance the paving operation from plant to trucks to paver to rollers such that a smooth and uniform surface is achieved.

The Contractor’s CTQP Paving Level II technician in charge of the paving operations must be physically accessible to the Engineer at all times when placing mix.

CASB 334-4.7.4 Checking Depth of Layer: Check the depth of each layer at frequent intervals, and make adjustments when the thickness exceeds the allowable tolerance. Nominal compacted depth will be determined by using yield calculations with known bulk specific gravity values from the plant.

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

CASB 334-4.7.5 Placement: Upon arrival, the mixture shall be placed to the full width by an asphalt paver. It shall be struck off in a uniform layer of such depth that, when the work is completed, it shall have the required thickness and conform to the grade and contour indicated. The speed of the paver shall be regulated to eliminate pulling and tearing of the asphalt mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one-way slope. The mixture shall be placed in consecutive adjacent strips having a minimum width of 10 feet except where edge lanes require less width to complete the area. The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least 1 foot, however, the joint in the top layer shall be at the centerline of the pavement. Transverse joints in one layer shall be offset by at least two (2) feet from transverse joints in the previous layer. The elevation of the screed above the surface of the first mat should be equal to the amount of roll-down expected during compaction of the new mat. The overlapped material shall be bumped by the lutes, if necessary, to optimize the density along the longitudinal joint. Under no circumstances should the overlapped material be broadcast across the mat. Excess material should be removed by hand and returned to the screed.

Transverse joints in adjacent lanes shall be offset a minimum of 10 feet. The end gate of the unsupported edge should be lowered when applicable to provide confinement at the longitudinal joint. The Contractor is encouraged to use joint making attachments to provide for better longitudinal joint construction and density.

On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the mixture may be spread and luted by hand tools. For pavement widths of 10 feet to 4 feet, the Contractor shall use paving machines including sidewalk width machines, if applicable, for narrow width paving. When hand spreading is permitted, the mixture shall be distributed into place by means of hot shovels and spread with lutes in a loose layer of uniform density and correct depth. The use of rakes to spread the asphalt mixture shall not be permitted. Loads shall not be dumped any faster than they can be properly handled by the shovelers and the shovelers shall not distribute the dumped load any faster than it can properly be handled by the luters. The luting shall be carefully and skillfully done to avoid segregation and so that, after the first passage of the roller over the luted mixture, no back patching will be necessary. Compaction must immediately follow hand spreading such that specification density is achieved while the mixture temperature is above the manufacturers recommended compaction temperature for the performance graded binder.

The mixtures shall be placed and compacted only at such times as to permit the proper inspection and checking by the Engineer.

The mixtures shall only be placed in the work when they can be efficiently and satisfactorily placed, compacted, smoothed and made uniform in accordance with these specifications. Unless otherwise permitted by the Engineer for special particular conditions, only machine methods of placing shall be used.

Immediately after any course is screeded and before roller compaction is started, the surface shall be checked, any irregularities adjusted, any accumulation from the screed removed by lute, and all fat spots in any course removed and replaced with satisfactory materials. Irregularities in alignment and grade along outside edges shall be corrected by the addition or removal of mixture before the edges are rolled. Indiscriminate casting of mix on the new screeded surface, where irregularities are not evident, shall not be permitted.

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

CASB 334-4.7.6 Thickness of Layers: Construct each course of asphalt pavement in layers of the compacted thickness as given within the Contract Documents.

CASB 334-4.7.7 Leveling Courses: Before spreading any leveling course, fill all depressions in the existing surface more than 1 inch deep by either shim patch, partial patch or full depth patch as determined by the Engineer. Place all courses of leveling with an asphalt paver or device approved by the Engineer. On bridge decks or concrete pavement, remove excess crack and joint material by trimming the excess material flush with the pavement surface prior to placing the first layer of the leveling course. No excess joint or crack material shall be on top of the pavement surface in excess of 1/16 inch in depth.

CASB 334-4.8 Compaction:

CASB 334-4.8.1 Rollers: Rollers of the vibratory, steel wheel, oscillatory, and pneumatic-tired type may be used. They shall be in good condition, capable of reversing direction without backlash, and operating at slow speeds to avoid displacement of the hot mix asphalt. Static rollers shall be operated at speeds not to exceed 3 mph and vibratory rollers shall be operated at a minimum of 10 to 12 impacts/ft in vibratory mode. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition.

The use of equipment which causes excessive crushing of the aggregate, or that which does not produce a smooth, dense and uniform mat will not be permitted.

The Contractor shall exercise great caution when using vibratory rollers so as not to cause damage to buried infrastructure or adjacent infrastructure. Damage to buried or adjacent infrastructure will be the responsibility of the Contractor. The Oscillation type rollers and vibratory pneumatic rollers are acceptable for use for compaction rolling.

CASB 334-4.8.2 Compaction after Placement: The mixture shall be thoroughly and uniformly compacted by rolling. The surface shall be compacted as soon as possible when the mixture has attained sufficient stability so that the rolling does not cause undue displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. Rolling shall be initiated with the drive roll or wheel towards the paving machine. When rolling on steep grades, the previous procedure may need to be altered.

The speed of the roller shall, at all times, be sufficiently slow and of uniform speed to avoid displacement of the asphalt mixture and be effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once.

Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until the surface is of uniform texture, true to grade and cross section, and the required field density is obtained. The number of rollers and passes required shall be governed by the compaction results; however, at least two, minimum ten

(10) ton rollers, shall be provided for each paver employed on the paving operation. Each roller shall be operated by a competent, experienced roller operator and shall be kept in as nearly continuous operation as

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

practicable while work is underway. A plate shall be attached to each roller showing the ballasted and unballasted weight per lineal-width of drum.

To prevent adhesion of the mixture to the roller, the drums or wheels shall be kept properly moistened, cocoa mats kept clean and scrapers used, but excessive water will not be permitted. Pneumatic rollers are to be used in the intermediate zone.

In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers and vibratory plate compactors.

Any mixture that becomes loose and broken, mixed with dirt, contains check-cracking, or in any way defective shall be removed and replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor’s expense. Skin patching shall not be allowed.

Along any adjoining edge such as curb, gutter or an adjoining pavement, and after the asphalt mixture is placed by the paver, just enough of the asphalt mixture shall be placed by hand method to fill any space left open.

These joints shall be properly ‘set up’ with the back of a lute at the proper height and level to receive the maximum compaction. Any areas where the rollers cannot access shall be hand tamped or plate compacted.

CASB 334-4.9 Joints: The formation of all joints shall be made in such a manner as to ensure a continuous bond between the courses and obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade. When abutting a previously placed lane, the longitudinal joint should be rolled first followed by the regular rolling pattern.

CASB 334-4.9.1 Transverse Joints: The roller shall not pass over the unprotected end of the freshly laid mixture except when necessary to form a transverse paving joint. When necessary to form a temporary transverse paving joint, it shall be made by means of placing a bulkhead or by temporarily tapering the course, in which case the edge shall be cut back to its full depth and width on a straight line to expose a vertical face. In both methods, all contact surfaces shall be given a tack coat of asphaltic material before placing any fresh mixture against the joint. Tack coat shall be applied to the full vertical surface of the joint at a minimum application rate of 0.035gals/sy. The mixture within one foot of the constructed joint shall be compacted to an in-place density of between 90.0% and 98.0% of the average maximum theoretical specific gravity.

All sawcut paving joints and construction joints formed in the surface courses at intersecting streets, walks and drives, shall be cleaned and tack coated. Tack coat shall be applied to the full vertical surface of the joint at a minimum application rate of 0.035gals/sy.

CASB 334-4.9.2 Longitudinal Joints: For all layers of pavement except leveling course, place each layer so that longitudinal construction joints are offset 12 inches laterally between successive layers or as directed by the Engineer. Do not construct longitudinal joints in the wheelpaths. Longitudinal joints which are not straight, or are damaged or otherwise defective shall be cut back to expose a clean, sound surface for the full depth of the course and all contact surfaces shall be given a tack coat of approved asphaltic material prior to

95 Triplet Lake Drive, Casselberry, Florida 32707 Phone: 407-262-7700, Ext. 1142 | Fax: 407-262-7746

Solicitation Number:

TITLE: PW 1409 CASSELTON DRIVE IMPROVEMENTS

placing any fresh mixture against the joint. A minimum application rate of 0.035gals/sy of tack coat must be applied to all longitudinal joints prior to placing the abutting mixture when the joint temperature is less than 175F.

(a) Longitudinal Joints – Notch Wedge: For placement depths greater than or equal to 1-1/2”, use a notched wedge plate attachment on the screed such as the Trans Tech notch wedge assembly, or approved equal. The attachment must provide, for the first paver pass, a ½” notch at the top of the wedge, followed by a diagonal slope down to the underlying surface where a step is formed equal to the nominal maximum aggregate size. The width of the joint shall be a minimum of 6 inches. The attachment will include a mechanism to provide compaction of the sloped surface of the notched wedge. If no mechanism exists in the attachment, the diagonal shall be compacted by other means satisfactory to CASB. The subsequent paver pass will place mix at a depth equal to the lane being matched, plus the appropriate roll-down, to result in a fully compacted joint meeting the smoothness and compaction requirements of these specifications.

(b) Longitudinal Joints – Straight Wedge: For non-leveling placement depths less than 1-1/2 inches, us a straight wedge plate attachment on the screed such that the asphalt mixture is placed at the specification depth at the top of the diagonal wedge followed by a diagonal slope down to the underlying surface. The width of the joint shall be a minimum of 6 inches.

(c) Longitudinal Joints – Confined Edge – For leveling courses, use a conventional confined-edge longitudinal joint. This is the most typically constructed longitudinal joint in the past which attempts to confine the outside edge of the first paver pass of the mat as much as possible to create a near vertical edge.

CASB 334-4.10 Surface Requirements: Construct a smooth pavement…