334SUPERPAVE ASPHALT CONCRETE

334-2.2 Superpave Asphalt Binder: Unless specified otherwise in the Contract

Documents , use an asphalt binder grade as determined from Table 334-2. High polymer binder mixtures may be used in lieu of mixtures with other specified binders at no additional cost to the Department, provided they meet the traffic level an d mixture type requirements of the project. High polymer binder may be substituted in a mixture at no additional cost to the Department when the mix design contains a maximum of 20% RAP.

334-2.3 Reclaimed Asphalt Pavement (RAP) Material:

334-2.3 1 Gen eral requirements: RAP may be used as a component of the

asphalt mixture subject to the following requirements:

334-2.3 2 Material Characterization for Mix Design: Assume responsibility for

establishing the asphalt binder content, gradation, and bulk specific gravity (G sb) of the RAP material based on a representative sampling of the material by roadway cores or stockpile samples. For roadway core samples, assume responsibility for the degradation that will occur during the milling operation.

334-2.3 3 RAP Stockpile Approval: Prior to the incorporation of RAP into the

asphalt mixture, stockpile the RAP material and obtai n approval for the stockpile by one of the following methods:

334-2.3 4 Pavement Coring Report : When the Contract includes milling of the

existing asphalt pavement, the Pavement Coring Report may be available on the Department’s website.

334-2.3 5 Asphalt Binder for Mixe s with RAP: Select the appropriate asphalt

binder grade based on Table 334-2. The Engineer reserves the right to change the asphalt binder grade at design based on the characteristics of the RAP asphalt binder, and reserves the right to make changes during production. Table 334-2 Asphalt Binder Grade for Mixes Containing RAP Percent RAP Asphalt Binder Grade 0 - 15 PG 67-22 16 - 30 PG 58-22 >30 PG 52-28 FY 2023-24 Return to Table of Contents

334-2.3 6 Allowable RAP Percentages for Type SP Structural Mixtures with

PG 76-22 Asphalt Binder: For Type SP structural mixtures using PG 76 -22 asphalt binder, select the percentage of RAP material based on Table 334-3. Table 334-3 Allowable RAP Percentages1 in Type SP Structural Mixtures with PG 76 -22 Asphalt Binder Coarse RAP Intermediate RAP Fine RAP Gradation % Passing #16 Sieve2 ≤ 40% > 40% to ≤ 50% > 50% PGHT3 > 100.0° C Allowable RAP Percentage ≤ 25% ≤ 20% ≤ 20% PGHT3 ≤ 100.0° C ≤ 30% ≤ 25% Notes:

334-2.4 Recycled Crushed Glass: Recycled crushed glass may be used as a component

of the asphalt mixture subject to the following requirements:

334-3 General Composition of Mixture.

334-3.1 General: Compose the asphalt mixture using a combination of aggregate

(coarse, fine or mixtures thereof), mineral filler, if required, and asphalt binder material. 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.

334-3.2 Mix Design:

334-3.2 1 General: Design the asphalt mixture in accordance with

AASHTO R 35, except as noted herein. Prior to the production of any asphalt mixture, submit the proposed mix de sign with supporting test data indicating compliance with all mix design criteria to the Engineer. For all mix designs, include representative samples of all component materials, including asphalt binder. Allow the Director of the Office of Materials a max imum of four weeks to either conditionally verify or reject the mix as designed. At no additional cost to the Department, for a Type SP mix the following Traffic Level substitutions are allowed: Traffic Level E can be substituted for Traffic Level C. Traffic Level C can be substituted for Traffic Level B. FY 2023-24 Return to Table of Contents The same traffic level and binder type that is used for the mainline traffic lanes may be placed in the shoulder at no additional cost to the Department, even if the conditions stated above a re not met for the shoulder. Warm mix technologies (additives, foaming techniques, etc.) listed on the Department’s website may be used in the production of the mix. The URL for obtaining this information, if available, is: https://www.fdot.gov/materials/laboratory/asphalt/index.shtm . When warm mix technologies are used, for mixtures containing a PG 52-28, PG 58-22, or PG 67-22 binder, a mixture will be considered a warm mix asphalt design if the mixing temperature is 285°F or less. For mixtures containing a PG 76-22 or High Polymer binder, a mixture will be considered a warm mix asphalt design if the mixing temperature is 305°F or less. The Engineer will consider any marked variations from original test data for a mix design or any evidence of inadequate field performance of a mix design as sufficient evidence that the properties of the mix design have changed, and the Engineer will no longer allow the use of the mix design.

334-3.2 2 Mixture Gradation Requirements: Combine the coarse and fine

aggregate in proportions that will produce an asphalt mixture meeting all of the requirements defined in this specification and conform to the g radation requirements at design as defined in AASHTO M 323. Aggregates from various sources may be combined.

334-3.2 2.1 Mixture Gradation Classification: Plot the combined

mixture gradation on an FHWA 0.45 Power Gradation Chart. Include the Control Poi nts from AASHTO M 323, as well as the Primary Control Sieve (PCS) Control Point from AASHTO M 323. Fine mixes are defined as having a gradation that passes above the primary control sieve control point and above the maximum density line for all sieve sizes smaller than the primary control sieve and larger than the No. 30 sieve.

334-3.2 3 Aggregate Consensus Properties: For Traffic Level C and E mixtures,

meet the following consensus properties at design for the aggregate blend. Aggregate consensus properties do not apply to Traffic Level B mixtures.

334-3.2 3.1 Coarse Aggregate Angularity: When tested in accordance

with ASTM D5821, meet the percentage of fractured faces requirements specified in AASHTO M 323.

334-3.2 3.2 Fine Aggregate Angularity: When tested in accordance with

AASHTO T 304, Method A, meet the uncompacted void content of fine aggregate specified in AASHTO M 323.

334-3.2 3.3 Flat and Elongated Particles: When tested in accordance

with ASTM D4791, (with the exception that the material passing the 3/8 -inch sieve and retained on the No. 4 sieve shall be included), meet the requirements specified in AASHTO M 323. Measure the aggregate using the ratio of 5:1, comparing the length (longest dimension) to the thickness (shortest dimension) of the aggregate particles.

334-3.2 3.4 Sand Equivalent: When tested in accordance with

AASHTO T 176, meet the sand equivalent requirements specified in AASHTO M 323.

334-3.2 4 Gyratory Compaction: Compact the design mixture in accordance

with AASHTO T 312, with the following exception: use the number of gyrations at N design as defined in Table 334-4. Measure the inside diameter of gyratory molds in accordance with AASHTO T 312. FY 2023-24 Return to Table of Contents Table 334-4 Gyratory Compaction Requirements Traffic Level Ndesign Number of Gyrations B 65 C 75 E 100

334-3.2 5 Design Criteria: Meet the requirements for nominal maximum

aggregate size as defined in AASHTO M 323, as well as for relative density, VMA, VFA, and dust-to-binder ratio as specified in AASHTO M 323. N initial and Nmaximum requirements are not applicable.

334-3.2 6 Moistu re Susceptibility:

334-3.2 7 Additional Information: In addition to the requirements listed above,

provide the following information with each proposed mix design submitted for verification:

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: the target change FY 2023-24 Return to Table of Contents falls within the limits defined in Table 334-5, appropriate data exists demonstrating that the mix complies with production air voids specification criteria, and the mixture gradation meets the basic gradation requirements defined in 334 -3.2.2. Table 334-5 Limits for Potential Adjustme nts to Mix Design Target Values Characteristic Limit from Original Mix Design Asphalt Binder Content (1) ±0.3% Gradation and Aggregate Component (2) No. 8 sieve and Coarser ± 5.0% No. 16 sieve ± 4.0% No. 30 sieve ± 4.0% No. 50 sieve ± 3.0% No. 100 sieve  3.0% No. 200 sieve  1.0% Each Component of Aggregate Blend  5.0 %

334-4 Producer Process Control (PC).

Assume full responsibility for controlling all operations and processes such that the requirements of these Specifications are met at all times. Perform any tests necessary at the plant and roadway for process control purposes. Enter all PC test data int o the Department’s database. The Engineer will not use these test results in the acceptance payment decision. Address in the Producer QC Plan how PC failures will be handled. When a PC failure occurs, investigate, at a minimum, the production process, tes ting equipment and/or sampling methods to determine the cause of the failure, and make any necessary changes to assure compliance with these Specifications. Obtain a follow up sample immediately after corrective actions are taken to assess the adequacy of the corrections. In the event the follow -up PC sample also fails to meet Specification requirements, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the QC Manager.

334-5 Acceptance of the Mixture.

334-5.1 General: The mixture will be accepted at the plant with respect to gradation (P -8

and P-200), asphalt content (P b), and volumetrics (volumetrics is defined as air voids at N design). FY 2023-24 Return to Table of Contents The mixture will be accepted on the roadway with respect to density of roadway cores. Acceptance will be on a LOT by LOT basis (for each mix design) based on tests of random samples obtained within each sublot taken at a frequency of one set of samples per sublot. A roadway LOT and a plant production LOT shall be the same . Acceptance of the mixture will be based on Contractor QC test results that have been verified by the Department.

334-5.1 1 Sampling and Testing Requirements: Obtain the samples in

accordance with FM 1-T 168. Obtain samples at the plant of a sufficient quantity to be split into three smaller samples; one for QC, one for Verification testing and one for Resolution testing . Obtain each split sample of a sufficient quantity, approximately 40 pounds, for all required testing. The split samples for Verification testing and Resolution testing shall be reduced in size and stored in three boxes each. The approximate size of each box must be 12 inches x 8 inches x 4 inches. Provide, label , and safely store sample boxes in a manner agreed upon by the Engineer for future testing. The asphalt content of the mixture will be determined in accordance with FM 5-563. The gradation of the recovered aggregate will be determined in accordance with FM 1-T 030. Volumetric te sting will be in accordance with AASHTO T 312 and FM 1-T 209. Prior to testing volumetric samples, condition the test -sized sample for one hour, plus or minus five minutes, at the target roadway compaction temperature in a shallow, flat pan, such that the mixture temperature at the end of the one -hour conditioning period is within plus or minus 20°F of the roadway compaction temperature. If one of the QC gyratory specimens is damaged, make an additional gyratory specimen. For situations where two pro perly prepared gyratory specimens do not meet single -operator precision requirements for G mb as provided in FM 1-T 166:

334-5.1 2 Acceptance Testing Exceptions: When the total combined quantity of

hot mix asphalt for the project, as indicated in the Plans for Type B-12.5, Type SP and Type FC mixtures only, is less than 2 ,000 tons, the Engineer will accept the mix on the basis of visual inspection. The Engineer may require the Contractor to run process control tests for informational purposes, as defined in 334 -4, or may run independent verification tests to determine the acceptability of the material. Density testing for accep tance will not be performed on widening strips or shoulders with a width of 5 feet or less, open -graded friction courses, variable thickness overbuild courses, leveling courses, any SP-9.5 or SP-12.5 asphalt layer placed on subgrade with a layer thickness less than or equal to 3 inches, miscellaneous asphalt pavement, shared use paths, crossovers, gore areas, raised crosswalks, speed tables, or any course with a specified thickness less than 1 inch or a specified spread rate that converts to less than 1 inch as described in 334-1.4. Density testing for acceptance will not be performed on asphalt courses placed on bridge decks or approach slabs; compact these courses in static mode only per the requirements of 330-7.7. In addition, density testing for accepta nce will not be performed on the following FY 2023-24 Return to Table of Contents areas when they are less than 500 feet (continuous) in length: turning lanes, acceleration lanes, deceleration lanes, shoulders, parallel parking lanes , ramps, or unsignalized side streets with less than four trav el lanes and speed limits less than 35 mph . Do not perform d ensity testing for acceptance in situations where the areas requiring density testing is less than 50 tons within a sublot. Density testing for acceptance will not be performed in intersections. The limits of the intersection will be from stop bar to stop bar for both the mainline and side streets. A random core location that occurs within the intersection shall be moved forward or backward from the intersection at the direction of the Engineer. Where density testing for acceptance is not required, compact these courses (with the exception of open -graded friction courses) in accordance with the rolling procedure (equipment and pattern) as approved by the Engineer or with Standard Rolling Procedure as specified in 330 -7.2. In the event that the rolling procedure deviates from the procedure approved by the Engineer, or the Standard Rolling Procedure, placement of the mix shall be stopped. The density pay factor (as defined in 334 -8.2) for areas not requiring density testing for acceptance will be paid at the same density pay factor as for the areas requiring density testing within the same LOT. If the entire LOT does not require density testing for acceptance, the LOT will be paid at a density pay factor of 1.00.

334-5.2 Full LOTs: Each LOT will be defined (as selected by the Contractor prior to the

start of the LOT) as either (1) 2,000 tons, with each LOT subdivided into four equal sublots of 500 tons each, or (2) 4,000 tons, with each LOT subdivided into four equal sublots of 1,000 tons each. As an exception to this, the initial LOT of all new mix designs shall be defined as 2,000 tons, subdivided into four equal sublots of 500 tons each. Before the beginning of a LOT, the Enginee r will develop a random sampling plan for each sublot and direct the Contractor on sample points, based on tonnage, for each sublot during construction.

334-5.3 Partial LOTs: A partial LOT is defined as a LOT size that is less than a full

LOT. A partial L OT may occur due to the following:

334-5.4 QC Sampling and Testing: Obtain all samples randomly as directed by the

Engineer. Should the Engineer determine that the QC requirements are not being met or that unsatisfactory results are being obtained, or should any instances of falsification of test data occur, acceptance of the Producer’s QC Plan will b e suspended and production will be stopped.

334-5.4 1 Lost or Missing Verification/Resolution Samples: In the event that

any of the Verification and/or Resolution asphalt mixture samples that are in the custody of the Contractor are lost, damaged, destro yed, or are otherwise unavailable for testing, the minimum possible pay factor for each quality characteristic as described in 334 -8.2 will be applied to the FY 2023-24 Return to Table of Contents entire LOT in question, unless called for otherwise by the Engineer. Specifically, if the LOT in question has more than two sublots, the pay factor for each quality characteristic will be 0.55. If the LOT has two or less sublots, the pay factor for each quality characteristic will be 0.80. If only the roadway cores are lost, damaged, destroyed, or are otherwise unavailable for testing , then the minimum possible pay factor for density will be applied to the entire LOT in question. In either event, the material in question will also be evaluated in accordance with 334 -5.9.5. If any of the Verification and/or Resolution samples that are in the custody of the Department are lost, damaged, destroyed or are otherwise unavailable for testing, the corresponding QC test result will be considered verified, and payment will be based upon the Contractor’s data.

334-5.4 2 Plant Sampling and Testing Requirements: Obtain one random

sample of mix per sublot in accordance with 334 -5.1.1 as directed by the Engineer. Test the QC split sample for gradation, asphalt binder content and volumetrics in accordance with 334 -5.1.1. Complete all QC testing within one working day from the time the samples were obtained.

334-5.4 3 Roadway Sampling and Testing Requirements: Obtain five 6 inch

diameter roadway cores within 24 hours of placement at random locations as directed by t he Engineer within each sublot. Test these QC samples for density (G mb) in accordance with

334-5.1 1. Obtain a minimum of three cores per sublot at random locations as identified by the

Engineer in situations where the sublot/LOT was closed or terminated b efore the random numbers were reached or where it is impractical to cut five cores per sublot. Do not obtain cores any closer than 12 inches from an unsupported edge. The Engineer may adjust randomly generated core locations for safety purposes or as the E ngineer deems necessary. Do not perform density testing for acceptance in a sublot if the plant random sample for that sublot has not been obtained. Maintain traffic during the coring operation; core the roadway, patch the core holes (within three days of coring); and trim the cores to the proper thickness prior to density testing. Density for the sublot shall be based on the average value for the cores cut from the sublot with the target density being a percentage of the maximum specific gravity (G mm) of the sublot, as defined in the Contract. Once the average density of a sublot has been determined, do not retest the samples unless approved by the Engineer. Ensure proper handling and storage of all cores until the LOT in question has been accepted.

334-5.4 4 Individual Test Tolerances for QC Testing: Terminate the LOT if

any of the following QC failures occur:

334-5.5 Verification Testing: In order to determine the validity of the Contractor’s QC

test results prior to their use in the Acceptance decision, the Engineer will run verification tests.

334-5.5 1 Plant Testing: At the completion of each LOT, the Engineer will test a

minimum of one Verificat ion split sample randomly selected from the LOT. Results of the testing and analysis for the LOT will be made available to the Contractor within one working day from the time the LOT is completed. Verification samples shall be reheated at the target roadwa y compaction temperature for 1 -1/2 hours, plus or minus 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334 -5.1.1. In lieu of the 1 -1/2 hours reheating procedure, the mixture may be reheated to within plus or minus 20°F of the roadway compaction temperature using a microwave oven. Stir the mixture as necessary during the reheating process to maintain temperature uniformity. Subsequently, condition and test the mixture as described in 334 -5.1.1. The Verificat ion test results will be compared with the QC test results based on the between -laboratory precision values shown in Table 334-7. Table 334-7 Between-Laboratory Precision Values Property Maximum Difference Gmm 0.016 Gmb (gyratory compacted samples) 0.022 Gmb (roadway cores) 0.014 Pb 0.44% P-200 FM 1-T 030 (Figure 2) FY 2023-24 Return to Table of Contents Table 334-7 Between-Laboratory Precision Values Property Maximum Difference P-8 FM 1-T 030 (Figure 2) If all of the specified mix characteristics compare favorably, then the LOT will be accepted, with payment based on the Contractor’s QC test data for the LOT. If any of the results do not compare favorably, then the Resolution samples from the LOT will be sent t o the Resolution laboratory for testing, as described in

334-5 6.

334-5.5 2 Roadway Testing: At the completion of each LOT, the Engineer will

determine the density (G mb) of each core (previously tested by QC) as described in 334 -5.1.1 from the same sublo t as the plant samples. For situations where roadway density is not required for the random sublot chosen, then another sublot shall be randomly chosen for roadway density cores only. Results of the testing and analysis for the LOT will be made available t o the Contractor within one working day from the time the LOT is completed. The individual Verification test results will be compared with individual QC test results by the Engineer based on the between -laboratory precision values given in Table 334-7. If each of the core test results compare favorably, then the LOT will be accepted with respect to density, with payment based on the Contractor’s QC test data for the LOT. If any of the results do not compare favorably, then the core sam ples from the LOT will be sent to the Resolution laboratory for testing as specified in 334 -5.6.

334-5.6 Resolution System:

334-5.6 1 Plant Samples: In the event of an unfavorable comparison between the

Contractor’s QC test results and the Engineer’s Ve rification test results on any of the properties identified in Table 334-7, the Resolution laboratory will test all of the split samples from the LOT for only the property (or properties) in question. Resolution samples shall be reheated at the target road way compaction temperature for 1 -1/2 hours, plus or minus 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334 -5.1.1. In lieu of the 1- 1/2 hours reheating procedure, the mixture may be reheated to within plus o r minus 20°F of the roadway compaction temperature using a microwave oven. Stir the mixture as necessary during the reheating process to ma intain temperature uniformity. Subsequently, condition and test the mixture as described in 334 -5.1.1.

334-5.6 2 Roadway Samples: In the event of an unfavorable comparison between

the Contractor’s QC test data and the Engineer’s Verification test data on the density results, the Resolution laboratory will test all of the cores from the LOT. Testing will be as described in

334-5.1 1.

334-5.6 3 Resolution Determination: The Resolution test results (for the

property or properties in question) will be compared with the QC test results based on the between-laboratory precision values shown in Table 334-7. If the Resolution test results compare favorably with all of the QC results, then acceptance and payment for the LOT will be based on the QC results, and the Department will bear the costs associated with Resolution testing. No additional compensation, eit her monetary or time, will be made for the impacts of any such testing. FY 2023-24 Return to Table of Contents If the Resolution test results do not compare favorably with all of the QC results, then acceptance and payment for the LOT will be based on the Resolution test data for the LOT, an d the costs of the Resolution testing will be deducted from monthly estimates. No additional time will be granted for the impacts of any such testing. In addition, the material failure requirements of 334-5.4.4 apply to the Resolution test data. Address any material represented by the failing test result s in accordance with 334-5.9.5. For this situation, t he LOT will be limited to a maximum Pay Factor of 1.00 (as defined in 334 -8.2) for all quality characteristic s. In the event of an unfavorable comparison between the Resolution test results and QC test results, make the necessary adjustments to assure that future comparisons are favorable.

334-5.7 Independent Verification (IV) Testing:

334-5.7 1 Plant: The Contractor shall provide sample boxes and take samples as

directed by the Engineer for IV testing. Obtain enough material for three complete sets of tests (two samples for IV testing by the Engineer and one sample for testing by the Contractor). If agreed upon by both the Engineer and the Contractor, only one sample for IV testing by the Engineer may be obtained. IV samples will be reheated at the target roadway compaction temperature for 1 -1/2 hours, plus or minus 5 minutes, reduced to the appropriate testing size , and conditioned and tested as described in 334 -5.1.1. The Contractor’s split sample, if tested immediately after sampling, shall be reduced to the appropriate testing size, and conditioned and tested as described in 334 -5.1.1. If the Contractor’s sample is not tested immediately after sampling, then the sample shall be reheated at the target roadway compaction temperature for 1 - 1/2 hours, plus or minus 5 minutes, reduced to the appropriate testing size, and conditioned and tested as described in 334 -5.1.1. For the IV and Contractor's samples, in lieu of the 1 -1/2 hours reheating procedure, the mixture may be reheated to within plus or minus 20°F of the roadway compaction temperature using a microwave oven. Stir the mixture as necessary during the reheating process to maintain temperature uniformity. Subsequently, condition and test the mixture as described in 334 -5.1.1. The Contractor’s test results shall be provided to the Engineer within one working day from the time the sample was obtained. If any of the IV test results do not meet the requirements of Table 334-6, then a comparison of the IV test results and the Contractor’s test results, if available, will be made. If a comparison of the IV test results and the Contractor’s test results meets the prec ision values of Table 334-7 for the material properties in question, or if the Contractor’s test results are not available, then the IV test results are considered verified and the Contractor shall cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any material represented by the failing test results in accordance with 334 -5.9.5. If a comparison of the IV test results and the Contractor’s test results does not meet the precision values of Table 334-7 for the material properties in question, then the second IV sample shall be tested by the Engineer for the material properties in question. If a comparison between the first and second IV test results does not meet the precision values of Table 334-7 for the material properties in question, then the first IV test results are considered unverified for th e material properties in question and no action shall be taken , with the following exception: if the first and second IV test results do not meet the precision values of Table 334-7 and the first IV test result and Contractor’s test result do not meet the precision values of FY 2023-24 Return to Table of Contents Table 334-7, yet all three test results do not meet the requirements of Table 334-6, then address any material represented by the failing test results in ac cordance with 334 -5.9.5. If a comparison between the first and second IV test results meets the precision values of Table 334-7 for the material properties in question, then the first IV sample is considered verified and the Contractor shall cease produ ction of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Address any m aterial represented by the failing test results in accordance with 334-5.9.5. The Engineer has the option to use the IV sample for comparison testing as specified in 334 -6.

334-5.7 1.1 Asphalt Binder and Mixture Sampling for Determination

of Asphalt Binder Quality: At the Department’s request, o btain an asphalt binder sample from the asphalt plant storage tank and a corresponding asphalt mixture sample using binder from the same storage tank. Samples of asphalt binder and mixture shall be sampled the same day. The asphalt binder from the storage tank and the asphalt binder recovered from the asphalt mixture will be tested by the Department for compliance with Contract Documents.

334-5.7 2 Roadway: Obtain five 6 -inch diameter roadway cores within 24 hours

of placement, as directed by the Engineer, for IV testing. In situations where it is impractical to cut five cores per sublot, obtain a minimum of three cores per sublot at random locations, as identified by the Engineer. These independent cores will be obtained from the same LOTs and sublots as the Independent Verification Plant samples, or as directed by the Engineer. The density of these cores will be obtained as described in 334 -5.1.1. If the average of the results for the sublot does not meet the requirements of Table 334-6 for density, then a comparison of the IV Gmm test results and the Contractor’s G mm test results, if available , will be made in accordance with the procedure provided in 334 -5.7.1. Address any material represented by the failing test results in accordance with 334 -5.9.5.

334-5.8 Surface Tolerance: The asphalt mixture will be accepted on the roadway with

respect to surface tolerance in accordance with the applicable requirements of 330 -9.

334-5.9 Minimum Acceptable Quality Levels:

334-5.9 1 PFs Below 0.90: In the event that an individual pay factor for any

quality characteristic of a LOT falls below 0.90, take steps to correct the situation and report the actions to the Engineer. In the event that the pay factor for the sa me quality characteristic for two consecutive LOTs is below 0.90, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immediately be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes.

334-5.9 2 CPFs Less Than 0.90 and Greater Than or Equal to 0.80: If the

composite pay factor for the LOT is less than 0.90 and greater than or equal to 0.80, cease production of the asphalt mixture until the problem is adequately resolved (to the satisfaction of the Engineer), unless it can be demonstrated to the satisfaction of the Engineer that the problem can immedia tely be (or already has been) resolved. Actions taken must be approved by the Engineer before production resumes.

334-5.9 3 CPFs Less Than 0.80 and Greater Than or Equal to 0.75: If the CPF

for the LOT is less than 0.80 and greater than or equal to 0.75, address the defective material in accordance with 334 -5.9.5. FY 2023-24 Return to Table of Contents

334-5.9 4 CPFs Less Than 0.75: If the CPF for the LOT is less than 0.75,

remove and replace the defective LOT at no cost to the Department, or as approved by the Engineer.

334-5.9 5 Defective Material: Assume responsibility for removing and replacing

all defective material placed on the project, at no cost to the Department. As an exception to the above and upon approval of the Engineer, obtain an engineering analysis in accordance with Section 6 by an independent laboratory (as approved by the Engineer) to determine the disposition of the material. The engineering analysis must be signed and sealed by a Professional Engineer licensed in the State of Florida. The Engine er may determine that an engineering analysis is not necessary or may perform an engineering analysis to determine the disposition of the material. Any material that remains in place will be accepted with a CPF as determined by 334 -8, or as determined b y the Engineer. If the defective material is due to a high air void failure, gradation, asphalt binder content or density failure, upon the approval of the Engineer the Contractor may perform delineation tests on roadway cores in lieu of an engineering analysis to determine the limits of the defective material that may require removal and replacement. Prior to any delineation testing, all sampling locations shall be approved by the Engineer. All delineation sampling and testing shall be monitored and ver ified by the Engineer. For materials that are defective due to low air voids, an engineering analysis is required . When evaluating defective material by engineering analysis or delineation testing, at a minimum, evaluate all material located between pas sing QC, PC or IV test results. Any additional PC samples obtained in the same work shift after an IV sample has been obtained shall include enough material for three complete sets of tests (PC, IV and IV check samples) in the event the Contractor requests using the PC test results for engineering analysis or delineation. These additional PC samples must compare with verified IV test results as determined by the comparison process of 334 -5.7.1 in order to be used for engineering analysis or delineation. Exceptions to this requirement shall be approved by the Engineer.

334-6 Comparison Testing.

At the start of the project (unless waived by the Engineer) and at other times as determined necessary by the Engineer, provide split samples for comparison testing with the Engineer. The purpose of these tests is to verify that the testing equipment is fu nctioning properly and that the testing procedures are being performed correctly. In the event that the Engineer determines that there is a problem with the Contractor’s testing equipment and/or testing procedures, immediately correct the problem to the En gineer’s satisfaction. In the event that the problem is not immediately corrected, cease production of the asphalt mixture until the problem is adequately resolved to the satisfaction of the Engineer. If so agreed to by both the Contractor and the Engineer, the split sample used for comparison testing may also be used for the QC sample. The split sample used for comparison testing must also meet the requirements for IV testing described in 334 -5.7.

334-7 Method of Measurement.

For the work specified under this Section (including the pertinent provisions of Sections 320 and 330), the quantity to be paid for will be the weight of the mixture, in tons. For each pay item, excluding overbuild, the pay quanti ty will be based on the quantity placed on the project, limited to 1 10% of the adjusted plan quantity for the pay item . The adjusted plan FY 2023-24 Return to Table of Contents quantity will be determined by dividing the pay item’s original plan quantity (including any Engineer approved quantit y revisions) by the design G mm stated in 334 -1.4, then multiplying it by the tonnage -weighted average G mm of the mixes used for the pay item. The bid price for the asphalt mix will include the cost of the liquid asphalt and the tack coat application as di rected in 300 -8. There will be no separate payment or unit price adjustment for the asphalt binder material in the asphalt mix. For the calculation of unit price adjustments of bituminous material, the average asphalt content will be based on the percentag e specified in 9 - 2.1.2. The weight will be determined as provided in 320 -3.2 (including the provisions for the automatic recordation system). Prepare and submit a Certification of Quantities to the Engineer in accordance with 9 - 2.1.2.

334-8 Basis of Payme nt.

334-8.1 General: Price and payment will be full compensation for all the work specified

under this Section (including the applicable requirements of Sections 320 and 330). For materials accepted in accordance with 334 -5, based upon the quality of the material, a pay adjustment will be applied to the bid price of the material as determined on a LOT by LOT basis. The pay adjustment will be assessed by calculating a Pay Factor for the following individual quality characteristics: pavement density, air vo ids, asphalt binder content, and the percentage passing the No. 200 and No. 8 sieves. The pay adjustment will be computed by multiplying a Composite Pay Factor ( CPF) for the LOT by the bid price per ton.

334-8.2 Pay Factors:

334-8.2 1 Partial LOTs: For Partial LOTs where no random sample is obtained

due to insufficient tonnage, a CPF of 1.00 shall be applied.

334-8.2 2 Two or Less Sublot Test Results: In the event that two or less sublot

test results are available for a LOT, Pay Factors will be determined based on Table 334-8, using the average of the accumulated deviations from the target value. ( Except for density, deviations are absolute values with no plus or minus signs.) Use the 1 -Test column when there is only one sublot test result and use the 2 -Tests column when there are two sublots. FY 2023-24 Return to Table of Contents Table 334-8 Small Quantity Pay Table Pay Factor 1 Sublot Test Deviation 2 Sublot Test Average Deviation Asphalt Binder Content 1.05 0.00-0.23 0.00-0.16 1.00 0.24-0.45 0.17-0.32 0.90 0.46-0.55 0.33-0.39 0.80 >0.55 >0.39 No. 8 Sieve 1.05 0.00-2.25 0.00-1.59 1.00 2.26-4.50 1.60-3.18 0.90 4.51-5.50 3.19-3.89 0.80 >5.50 >3.89 No. 200 Sieve 1.05 0.00-0.55 0.00-0.39 1.00 0.56-1.10 0.40-0.78 0.90 1.11-1.50 0.79-1.06 0.80 >1.50 >1.06 Air Voids 1.05 0.00-0.50 0.00-0.35 1.00 0.51-1.00 0.36-0.71 0.90 1.01-1.70 0.72-1.20 0.80 1.71-2.00 1.21-1.41 0.70 2.01-2.50 1.42-1.77 0.55 >2.50 >1.77 Density (1) Target = 93.00 percent of G mm 1.05 + (0.00-3.50), - (0.00-0.50) + (0.00-3.25), - (0.00-0.35) 1.00 + (3.51-4.50), - (0.51-1.00) + (3.26-4.25), - (0.36-0.71) 0.95 + (4.51-5.00), - (1.01-2.00) + (4.26-4.75), - (0.72-1.41) 0.90 + (5.01-5.50), - (2.01-3.00) + (4.76-5.25) – (1.42-2.12) 0.80 + (>5.50), - (>3.00) + (>5.25), - (>2.12) Density (1) Target = 92.00 percent of G mm 1.05 + (0.00-4.50), - (0.00-0.50) + (0.00-4.25), - (0.00-0.35) 1.00 + (4.51-5.50), - (0.51-1.00) + (4.26-5.25), - (0.36-0.71) 0.95 + (5.51-6.00), - (1.01-1.50) + (5.26-5.75), - (0.72-1.41) 0.90 + (6.01-6.50), - (1.51-2.00) + (5.76-6.25) – (1.42-2.12) 0.80 + (>6.50), - (>2.00) + (>6.25), - (>2.12) (1). Each density test result is the average of three to five randomly located cores. The target density is 93.00 percent of G mm (92.00 percent when compaction is limited to the static mode or for layers specified to be one inch thick). When compaction is limited to the static mode, no vibratory mode in the vertical direction will be allowed. Other vibratory modes will be allowe d, if approved by the Engineer. In this case, the target density is 92.00 percent of G mm.

334-8.2 3 Three or More Sublot Test Results: When three or more sublot test

results are available for a LOT, the variability -unknown, standard deviation method will be used to determine the estimated percentage of the LOT that is within the specification limits. The FY 2023-24 Return to Table of Contents number of significant figures used in the calculations will be in accordance with requirements of AASHTO R 11/ASTM E29, Absolute Method.

334-8.2 3.1 Percent Within Limits: The percent within limits (PWL) and

Pay Factors for the LOT will be calculated as described below. Variables used in the calculations are as follows: x = individual test value (sublot) n = number of tests (sublots) s = sample standard devi ation Σ(x2) = summation of squares of individual test values (Σx)2 = summation of individual test values squared QU = upper quality index USL = upper specification limit (target value plus upper specification limit from Table 334-9) QL = lower quality index LSL = lower specification limit (target value minus lower specification limit from Table 334-9) PU = estimated percentage below the USL PL = estimated percentage above the LSL

334-8.2 3.2 Pay Factors (PF): Pay Factors will be calculated by using the

following equation: Pay Factor = (55 + 0.5 x PWL) / 100 The PWL is determined from Step (8) of 334 -8.2.3.1.

334-8.3 Composite Pay Factor (CPF): A CPF for the LOT will be calculated based on

the individual PFs with the following weighting applied: 40% Density (D), 2 5% Air Voids (V a), 20% asphalt binder content (P b), 10% Passing No. 200 (P-200) and 5% Pa ssing No. 8 (P-8). Calculate the CPF by using the following formula: CPF = [(0.400 x PF D) + (0.250 x PF Va) + (0.200 x PF Pb) + (0.100 x PF P-200) + (0.050 x PF P-8)] Where the PF for each quality characteristic is determined in either 334 -8.2.2 or

334-8.2 3, depending on the number of sublot tests. Note that the number after each

multiplication will be rounded to the nearest 0.01. The pay adjustment shall be computed by multiplying the CPF for the LOT by the bid price per ton.

334-8.4 Payment: Payment will be made under:

Item No. 334 - 1- Superpave Asphaltic Concrete - per ton. FY 2023-24 Return to Table of Contents SECTION 337 ASPHALT CONCRETE FRICTION COURSES

337-1 Description.

Construct an asphalt concrete friction course pavement with the type of mixture specified in the Contract Documents , or when offered as alternates, as selected. This Section specifies mixes designated as FC -5, FC-9.5, and FC -12.5. Obtain Superpave asphalt concrete friction course from a plant that is currently on the Department’s Production Facility Listing. Producers seeking inclusion on the list shall meet the requirements of Section 105. Producers must meet the plant and equipment requirements of Section 320, as modified herein. Meet the general construction requirements of Section 330, as modified herein.

337-2 Materials.

337-2.1 General Requirements: Meet the req uirements specified in Division III as

modified herein. The Engineer will base continuing approval of material sources on field performance. Warm mix technologies (additives, foaming techniques, etc.) listed on the Department’s website may be used in the p roduction of the mix. The URL for obtaining this information is: https://www.fdot.gov/materials/laboratory/asphalt/index.shtm .

337-2.2 Asphalt Binder: Meet the requirements of Section 916, and any additional

requirements or modifications specified herein for the various mixtures.

337-2.3 Coarse Aggregate: Meet the requirements of Section 901, and any additional

requirements or modifications spec ified herein for the various mixtures.

337-2.4 Fine Aggregate: Meet the requirements of Section 902, and any additional

requirements or modifications specified herein for the various mixtures.

337-2.5 Hydrated Lime: Meet the requirements of AASHTO M 303, Type 1. Provide

certified test results for each shipment of hydrated lime indicating compliance with the specifications.

337-2.6 Liquid Anti -Strip Additive: Meet the requirements of 916-4 and be listed on

the Depart ment’s Approved Product List (APL).

337-2.7 Fiber Stabilizing Additive (Required for FC -5 only): Use either a mineral or

cellulose fiber stabilizing additive. Meet the following requirements:

337-2.7 1 Mineral Fibers: Use mineral fibers (made from virgin basalt, diabase,

or slag) treated with a cationic sizing agent to enhance the disbursement of the fiber, as well as to increase adhesion of the fiber surface to the bitumen. Meet the following requirements for physical properties:

337-2.7 2 Cellulose Fibers: Use cellulose fibers meeting the following

requirements: FY 2023-24 Return to Table of Contents