334-1Description
334-1.1General : Construct a Superpave Asphalt Concrete pavement with the type of
mixture specified in the Contract Documents , or when offered as alternates, as selected. Superpave mixes are identified as Type SP-9.5, Type SP-12.5 or Type SP-19.0. Obtain Superpave Aspha lt Concrete 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 requirements of Section 320 for plant and equipment and the general construction requirements of Section 330.
334-1.2Traffic Levels: The requirements for Type SP Asphalt Concrete mixtures are
based on the design traffic level of the project. The traffic levels for the project are as specified in the Contract Documents.
334-1.3Gradation Classification: The Superpave mixes are classified as fine and are
defined in 334 -3.2.2. The equivalent AASHTO nominal maximum aggregate size Superpave mixes are as follows: Type SP-9.5................................ ............................... 9.5 mm Type SP-12.5................................ ........................... 12.5 mm Type SP-19.0................................ ........................... 19.0 mm
334-1.4Thickness: The total thickness of the Type SP asphalt layers will be the plan
thickness as shown in the Contract Documents. Before paving, propose a thickness for each individual layer meeting the requirements of this specification, which when combined with other layers (as applicable) will equal the plan thickness. For construction purposes, the plan thickness and individual layer thickness will be converted to spread rate based on the maximum specific gravity of the a sphalt mix being used, as well as the minimum density level, as shown in the following equation:
Spread rate (lb/yd2) = t x G mm x 43.3 Where: t = Thickness (in.) ( plan thickness or individual layer thickness) Gmm = Maximum specific gravity from the verified mix design
The weight of the mixture shall be determined as provided in 320 -3.2. For target purposes only, spread rate calculations should be rounded to the nearest whole number. Note: Plan quantities are based on a G mm of 2.540, corresponding to a spread rate of 110 lb/yd2-in. Pay quantities will be based on the actual maximum specific gravity of the mix being used. 334-1.4.1 Layer Thicknesses: The allowable layer thicknesses for Type SP Asphalt Concrete mixtures are as fol lows: Type SP-9.5................................ ................. 1 to 1-1/2 inches Type SP-12.5................................ ............... 1-1/2 to 3 inches Type SP-19.0................................ ..................... 2 to 4 inches 292 FY 2023-24 Return to Table of Contents In addition to the minimum and maximum thickness requirements, the following restrictions are placed on mixes when used as a structural course: Type SP-9.5 - Limited to the top two structural layers, two layers maximum. Type SP-9.5 - Do not place less than 1 -1/2 inches thick for Traffic Level E applications. Type SP-19.0 - Do not use for the final (top) structural layer below FC-5 mixtures. Type SP -19.0 mixtures are permissible for the layer directly below FC -9.5 and
FC-12.5mixtures. Do not use for the final (top) layer of shoulders .
334-1.4.2 Additional Requirements: The following req uirements also apply to Type SP Asphalt Concrete mixtures:
Interlayer (AMI).
or equal to 5 feet wide), the layer thickness for the upper pavement layer and shoulder must be the same and paved in a single pass, unless called for differently in the Contract Documents.
traffic level a s stated in the Contract Documents . Use the minimum and maximum layer thicknesses as specified above unless called for differently in the Contract Documents. On variable thickness overbuild layers, the minimum and maximum allowable thicknesses will be as specified below, unless called for differently in the Contract Documents. Type SP-9.5................................ .................... 3/8 to 2 inches Type SP-12.5................................ .................. 1/2 to 3 inches Type SP-19.0................................ ............... 1-1/2 to 4 inches
SP-12.5mixtures may be tapered to zero thickness provided the contract documents require a
minimum of 1 -1/2 inches of dense -graded mix placed over the variable thickness ov erbuild layer.
334-2Materials
334-2.1General Requirements: Meet the material requirements specified in
Superpave PG Asphalt Binder ............................ Section 916 Coarse Aggregate ................................ ................ Section 901 Fine Aggregate ................................ .................... Section 902
334-2.2Superpave 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.
334-2.3Reclaimed 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:
the amount of RAP material used in the mix to a maximum of 20% by weight of total aggregate. As an exception, amounts greater than 20% RAP by weight of total aggregate can be used if no 293 FY 2023-24 Return to Table of Contents more than 20% by weight of the total asphalt binder comes from the RAP material. When using a PG 76-22 asphalt binder in structural course mixtures, refer to 334 -2.3.6. RAP is not allowed in mixtures containing High Polymer asphalt binder. High Polymer asphalt is defined in
of asphalt mixes which inco rporate RAP as a component material.
Department project .
characteristics and contains no aggregate particles which are soft or conglomerates of fines.
content of 4.0% by weight of RAP. As an exception, when using fractionated RAP, the minimum average asphalt binder content for the coarse portion of the RAP shall be 2.5% by weight of the coarse portion of the RAP. The coarse portion of the RAP shall be the portion of the RAP retained on the No. 4 sieve. The Engineer may sample the stockpiles to verify that this requirement is met. 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:
sources and is either processed, blended, or fractionated, and stockpiled in a continuous manner, assure an adequate number of test results are obtained for stockpile approval. Test the RAP material for gradation and asphalt content at a minimum frequency of one sample per 1 ,000 tons with a minimum of six test results. Test the RAP material for G mm (for Gsb determination) at a minimum frequency of one sample per 5 ,000 tons with a minimum of two test results. Based on visual inspection and a review of the test data, the Engineer will determine the suitability of the stockpiled material. In addition, address the details and specif ics of the processing, sampling, testing and actions to be taken in the Producer Quality Control (QC) Plan. When RAP is added to the continuous stockpile after original approval of the stockpile as described above, test the RAP material for gradation and asphalt content at a minimum frequency of one sample per 1 ,000 tons with a minimum of six test results. Test the RAP material for G mm (for Gsb determination) at a minimum frequency of one sample per 5,000 tons with a minimum of two test results. Monito r test results during crushing operations for conformance to the requirements of Table 334-1. After the minimum frequency of tests have been performed, the Engineer will review the test data and visually inspect the stockpiled material. The average gradati on and G mm of the added material shall be within the allowable ranges shown in Table 334-1 from the originally approved stockpile values. If the added RAP material does not meet the conditions of Table 334-1, then the Contractor must create a new stockpile when resuming crushing operations and the stockpile will receive a new number designation from the Department. The previously crushed material, which was added to 294 FY 2023-24 Return to Table of Contents the continuous stockpile and did not meet the conditions of Table 334-1, may remain and that stockpile used until depleted. Table 334-1 Allowable Ranges for Continuous RAP Stockpile Properties Characteristic Limit from Original Approved Stockpile Gradation No. 8 sieve and coarser ± 6.0% No. 16 sieve ± 5.0% No. 30 sieve ± 5.0% No. 50 sieve ± 4.0% No. 100 sieve ± 4.0% No. 200 sieve ± 2.0% Gmm ± 0.040
constructed, obtain representative samples at random locations and test the RAP material for gradation and asphalt content at a minimum frequency of one sample per 1 ,000 tons with a minimum of six test results. Test the RAP material for G mm (for Gsb determination) at a minimum frequency of one sample per 5 ,000 tons with a minimum of two test results. Based on visual inspection and a review of the test data, the Engineer will determine the suitability of the stockpiled material. If the properties of the new stockpile compare with the properties of an existing stockpile within the ranges provided in Table 334-1, the RAP in the new stockpile may be added to the existing stockpile. Once the RAP stockpile has been approved, do not add additional material without prior approval of the Engineer. Determine the asphalt binder content and gradation of the RAP material in accordance with FM 5-563 and FM 1-T 030, respectively. Establish the G sb of the RAP material by using one of the following methods:
specific gravity (G mm) of the RAP material. The Engineer will approve the estimated asphalt binder absorption value used in the calculation.
FM 1-T 084 and FM 1-T 085. Obtain the aggregate by using a solvent extraction method.
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 Mixes 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 295FY 2023-24Return 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 Percentages in Type SP Structural Mixtures with PG 76-22 Asphalt Binder
Coarse RAP Intermediate RAP Fine RAP
Gradation % Passing #16 Sieve ≤ 40% > 40% to ≤ 50% > 50%
PGHT > 100.0° C Allowable
RAP
Percentage
≤ 25% ≤ 20% ≤ 20%
PGHT ≤ 100.0° C ≤ 30% ≤ 25%
Notes:
334-2.4Recycled Crushed Glass: Recycled crushed glass may be used as a component
of the asphalt mixture subject to the following requirements:
specified in 902-6.
total aggregate.
Approved Product List (APL). The anti-strip additive shall be introduced into the asphalt binder
by the supplier during loading.
course mixtures which are to be used as the final wearing surface.
334-3General Composition of Mixture
334-3.1General: 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.
334-3.2Mix 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 design 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 maximum 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. 296FY 2023-24Return 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 are 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 gradation 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 Points 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 Ndesign as
defined in Table 334-4. Measure the inside diameter of gyratory molds in accordance with
AASHTO T 312. 297FY 2023-24Return 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. Ninitial and Nmaximum requirements are not
applicable.
334-3.2.6 Moisture Susceptibility:
the specified dosage rate. Hydrated lime may be used instead of the liquid anti-strip agent.
and a minimum tensile strength (unconditioned) of 100 psi in accordance with FM 1-T 283.
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:
aggregate components furnished from a Department approved source.
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.
specified sieve. Degradation of the aggregate due to processing (particularly material passing the
No. 200 sieve) should be accounted for and identified.
RAP component, as identified in the Department’s aggregate control program.
be incorporated in the completed mixture, shown to the nearest 0.1%.
and a target temperature for the mixture at the roadway (compaction temperature) in accordance
with 320-6.3. Do not exceed a target temperature of 340°F for High Polymer asphalt binders,
330°F for PG 76-22 asphalt binders, and 315°F for unmodified asphalt binders.
must conform to all specified requirements.
Qualified Mix Designer.
factors.
334-3.3Mix 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 298FY 2023-24Return 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 Adjustments 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 %
(1) Reductions to the asphalt binder content will not be permitted if the VMA during production is lower than 1.0% below the
design criteria.
(2) The Engineer may waive the limits for the individual sieves and component of the aggregate blend contingent upon the quality
of the production data for the mixture. Revisions to FC-5 mixtures to be determined by the Engineer.
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 design mix 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.
334-4Producer 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 into 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, testing 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.
334-5Acceptance of the Mixture
334-5.1General: The mixture will be accepted at the plant with respect to gradation (P-8
and P-200), asphalt content (Pb), and volumetrics (volumetrics is defined as air voids at Ndesign). 299FY 2023-24Return 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 testing 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 properly prepared gyratory specimens do not
meet single-operator precision requirements for Gmb as provided in FM 1-T 166:
meet single-operator precision requirements, QC shall prepare a third gyratory specimen in
accordance with AASHTO T 312 and test in accordance with FM 1-T 166. All three test results
shall be input into MAC. The average Gmb will be determined by MAC after performing an
outlier check in accordance with ASTM E178.
Test for roadway density in accordance with 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 acceptance 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 acceptance will not be performed on the following 300FY 2023-24Return 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 travel lanes and speed limits less than 35 mph. Do not perform density 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.
334-5.2Full 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 Engineer will develop a random sampling plan for each sublot and direct the Contractor on
sample points, based on tonnage, for each sublot during construction.
334-5.3Partial LOTs: A partial LOT is defined as a LOT size that is less than a full
LOT. A partial LOT may occur due to the following:
after the start of the LOT. Time periods other than 30 calendar days may be used if agreed to by
both the Engineer and the Contractor, but under no circumstances shall the LOT be left open
longer than 90 days.
All partial LOTs will be evaluated based on the number of tests available, and
will not be redefined. If a LOT is closed before the first plant random sample is obtained, then
the LOT will be visually accepted by the Engineer and the LOT pay factor will be 1.00.
334-5.4QC 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 be 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, destroyed, 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 301FY 2023-24Return 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 the
Engineer within each sublot. Test these QC samples for density (Gmb) 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 before 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 Engineer 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 (Gmm)
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:
the requirements of Table 334-6,
Table 334-6,
or asphalt binder content do not meet the requirements of Table 334-6,
When a LOT is terminated due to a QC failure, stop production of the
mixture until the problem is resolved to the satisfaction of the QC Manager and/or Asphalt Plant
Level II technician responsible for the decision to resume production after a QC failure, as
identified in Section 105. In the event that it can be demonstrated that the problem can
immediately be or already has been resolved, it will not be necessary to stop production. When a
LOT is terminated, make all necessary changes to correct the problem. Do not resume production
until appropriate corrections have been made. Prior to resuming production, inform the Engineer
of the problem and corrections made to correct the problem. After resuming production, sample 302FY 2023-24Return to Table of Contents
and test the material to verify that the changes have corrected the problem. Summarize this
information and provide it to the Engineer prior to the end of the work shift when production
resumes.
In the event that a QC failure is not addressed as defined above, the
Engineer’s approval will be required prior to resuming production after any future QC failures.
Address any material represented by a failing test result, as defined above
in this subarticle, in accordance with 334-5.9.5. Any LOT terminated under this subarticle will
be limited to a maximum Pay Factor of 1.00 (as defined in 334-8.2) for all quality characteristics
and will include all material placed up to the point when the LOT was terminated.
In the event that a Gmm test result differs by more than 0.040 from the mix
design Gmm, investigate the causes of the discrepancy and report the findings and proposed
actions to the Engineer.
Table 334-6
Master Production Range
Characteristic Tolerance (1)
Asphalt Binder Content (%) Target ±0.55
Passing No. 200 Sieve (%) Target ±1.50
Air Voids (%) 2.30 – 6.00
Density (minimum % Gmm) (2) 89.50
334-5.5Verification 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 Verification 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 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. 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 Verification 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) 303FY 2023-24Return 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 to 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 (Gmb) of each core (previously tested by QC) as described in 334-5.1.1
from the same sublot 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 to 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 samples from
the LOT will be sent to the Resolution laboratory for testing as specified in 334-5.6.
334-5.6Resolution 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 Verification 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 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. 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.
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, either
monetary or time, will be made for the impacts of any such testing. 304FY 2023-24Return 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, and 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 results in accordance
with 334-5.9.5. For this situation, the LOT will be limited to a maximum Pay Factor of 1.00 (as
defined in 334-8.2) for all quality characteristics.
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.
334-5.7Independent 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 precision
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 the 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 305FY 2023-24Return 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 accordance 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 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.
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, obtain 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 Gmm 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.
334-5.8Surface Tolerance: The asphalt mixture will be accepted on the roadway with
respect to surface tolerance in accordance with the applicable requirements of 330-9.
334-5.9Minimum 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 same 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 immediately 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. 306FY 2023-24Return 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 Engineer 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 by 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 verified 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 passing 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.
334-6Comparison 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 functioning
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 Engineer’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.
334-7Method 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 quantity will be based on the quantity placed on the
project, limited to 110% of the adjusted plan quantity for the pay item. The adjusted plan 307FY 2023-24Return to Table of Contents
quantity will be determined by dividing the pay item’s original plan quantity (including any
Engineer approved quantity revisions) by the design Gmm stated in 334-1.4, then multiplying it
by the tonnage-weighted average Gmm 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 directed 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 percentage specified in 9-
2.1.2The 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.
334-8Basis of Payment
334-8.1General: 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 voids, 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.
334-8.2Pay 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. 308FY 2023-24Return 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 Gmm
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 Gmm
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 Gmm
(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 allowed, if
approved by the Engineer. In this case, the target density is 92.00 percent of Gmm.
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 309FY 2023-24Return 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 deviation
Σ(x ) = summation of squares of individual test values
(Σx) = 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
( )X of the test values: n
x
X ∑ =
( ) ( )
( )1
−
−
= ∑ ∑
nn
xxn
s
s
X-USL
= U Q
s
LSLX
Q L
−
=
the USL (PU). 310FY 2023-24Return to Table of Contents
LSL (PL) Note: If USL or LSL is not specified; percentages within (USL or LSL) will be 100.
within limits for QU or QL as follows: enter Table 334-10 with the positive value of QU or QL and
obtain the corresponding percent within limits for the proper sample size. Subtract this number
from 100.00. The resulting number is the value to be used in the next step (Step 8) for the
calculation of quality level.
using the equation given in 334-8.2.3.2.
Table 334-9
Specification Limits
Quality Characteristic Specification Limits
Passing No. 8 sieve (percent) Target ± 3.1
Passing No. 200 sieve (percent) Target ± 1.0
Asphalt Content (percent) Target ± 0.40
Air Voids (percent) 4.00 ± 1.20
Density, vibratory mode (percent of Gmm):
93.00+ 4.00, - 1.20
Density, static mode (percent of Gmm):
92.00+ 5.00, - 1.50
(1)
(1): No vibratory mode in the vertical direction will be allowed. Other vibratory modes will be allowed, if approved by the
Engineer.
Table 334-10
Percent Within Limits
Quality Index Percent within Limits for Selected Sample Size
n = 3 n = 4
0.00 50.00 50.00
0.05 51.38 51.67
0.10 52.76 53.33
0.15 54.15 55.00
0.20 55.54 56.67
0.25 56.95 58.33
0.30 58.37 60.00
0.35 59.80 61.67
0.40 61.26 63.33
0.45 62.74 65.00
0.50 64.25 66.67
0.55 65.80 68.33
0.60 67.39 70.00
0.65 69.03 71.67
0.70 70.73 73.33 311FY 2023-24Return to Table of Contents
Table 334-10
Percent Within Limits
Quality Index Percent within Limits for Selected Sample Size
n = 3 n = 4
0.75 72.50 75.00
0.80 74.36 76.67
0.85 76.33 78.33
0.90 78.45 80.00
0.95 80.75 81.67
1.00 83.33 83.33
1.05 86.34 85.00
1.10 90.16 86.67
1.15 97.13 88.33
1.20 100.00 90.00
1.25 100.00 91.67
1.30 100.00 93.33
1.35 100.00 95.00
1.40 100.00 96.67
1.45 100.00 98.33
2.45 100.00 100.00 312FY 2023-24Return to Table of Contents
Table 334-10
Percent Within Limits
Quality Index Percent within Limits for Selected Sample Size
n = 3 n = 4
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.
334-8.3Composite Pay Factor (CPF): A CPF for the LOT will be calculated based on
the individual PFs with the following weighting applied: 40% Density (D), 25% Air Voids (Va),
20% asphalt binder content (Pb), 10% Passing No. 200 (P-200) and 5% Passing 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.
334-8.4Payment: Payment will be made under:
Item No. 334- 1- Superpave Asphaltic Concrete - per ton. 313FY 2023-24Return to Table of Contents ASPHALT CONCRETE FRICTION COURSES
337-1Description
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.
337-2Materials
337-2.1General 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 .
337-2.2Asphalt Binder: Meet the requirements of Section 916, and any additional
requirements or modifications specified herein for the various mixtures.
337-2.3Coarse Aggregate: Meet the requirements of Section 901, and any additional
requirements or modifications spec ified herein for the various mixtures.
337-2.4Fine Aggregate: Meet the requirements of Section 902, and any additional
requirements or modifications specified herein for the various mixtures.
337-2.5Hydrated 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.
337-2.6Liquid Anti -Strip Additive: Meet the requirements of 916-4 and be listed on
the Department’s Approved Product List (APL).
337-2.7Fiber 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:
Average fiber length: 0.25 inch (maximum) Average fiber thickness: 0.0002 inch (maximum)
Percent passing No. 60 Sieve: 90 - 100 Percent passing No. 230 Sieve: 65 - 100 Provide certified test results for each batch of fiber material indicating compliance with the above tests. 337-2.7.2 Cellulose Fibers: Use cellulose fibers meeting the following requirements: 314 FY 2023-24 Return to Table of Contents
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