amendment to opss 313, march 1993 and opss 1149… · amendment to opss 313, march 1993 and opss...

AMENDMENT TO OPSS 313, MARCH 1993 AND OPSS 1149, MARCH 1993

Special Provision No. 103F34 December 2006

End Result Specification for Acceptance of Hot Mix (Aggregate Gradation, Asphalt Cement Content, Air Voids, VMA, Compaction) Based on Contractor Testing This special provision shall not apply to the tender items for Bituminous Treated Base, Open Graded Drainage Layer, Electrically Conductive Mix, or Hot in Place Recycling. 313.02 REFERENCES Section 313.02 of OPSS 313, March 1993 is amended by the addition of the following: Ministry of Transportation Publications: MTO Laboratory Testing Manual Tests: LS-291 Method of Test for Quantitative Extraction of Asphalt Cement and Mechanical Analysis of Extracted

Aggregate from Bituminous Paving Mixtures – Ontario Procedure LS-292 Method of Test for Quantitative Determination of Asphalt Cement Content by Ignition and Analysis

of Remaining Aggregate from Bituminous Paving Mixtures LS-306 Method of Test for Bulk Relative Density of Compacted Bituminous Mixtures Using Paraffin Coated

Specimens American Society for Testing and Materials ASTM D 6752 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous

Mixtures Using Automatic Vacuum Sealing Method ASTM E 178 Standard Practice for Dealing with Outlying Observations

American Association of State Highway and Transportation Officials (AASHTO): T 166 Standard Method of Test for Bulk Specific Gravity of Compacted Bituminous Mixtures

Using Saturated Surface-Dry Specimens T 209 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures T 305 Standard Method of Test for Determination of Draindown Characteristics in

Uncompacted Asphalt Mixtures T 312 Standard Method of Test for Preparing and Determining the Density of Hot-Mix Asphalt

(HMA) Specimens by Means of the Superpave Gyratory Compactor 313.03 DEFINITIONS Section 313.03 of OPSS 313, March 1993, is amended by the addition of the following: Attribute: one of the following: Designated Large Sieve, 4.75 mm sieve, 600 micron sieve, 75 micron sieve, asphalt cement content, air voids, VMA, and compaction. Designated Large Sieve (DLS): is a sieve size specifically designated for each mix type for gradation testing. The designated large sieve for the various mix types is as follows:

December 2006 Pg 1 of 31 SSP103F34

25.0 mm for Superpave 37.5 19.0 mm for Superpave 25.0 12.5 mm for Superpave 19.0 9.5 mm for Superpave 12.5, 12.5FC 1 and 12.5FC 2 4.75 mm for Superpave 9.5 16.0 mm for HL 8, Medium Duty Binder Course, Heavy Duty Binder Course; 13.2 mm for HL 4 Binder, HL 4 Surface;

9.5 mm for HL 1, HL 3, HL 3A, Open Friction Course, Dense Friction Course and Stone Mastic Asphalt (SMA);

2.36 mm for HL 2; * for HL * Modified. * for RHM. Draindown: is that portion of SMA mixture (fines and asphalt cement) that separates and flows downwards through the mixture. It is measured using AASHTO T305 – “Determination of Draindown Characteristics in Uncompacted Asphalt Mixtures”. Hot Mix Asphalt (HMA): means hot mixed, hot laid asphaltic concrete. The terms are used interchangeably. HMA may include recycled or specialty mixes. Independent Third Party Laboratory: When used in the context of providing a check of the Contractor’s mix design, this is a laboratory that is not owned or corporately affiliated with the laboratory that prepared the mix design or with the Contractor. Mix Properties: are the DLS, 4.75 mm sieve, 600 micron sieve, 75 micron sieve, asphalt cement content air voids and VMA. Percent Within Limits (PWL): is an estimate of the percentage of the population (lot) that is within specification limits, determined by using the mean and standard deviation of the lot. Payment Adjustment Sieves: are the DLS, 4.75 mm, 600 micron and 75 micron sieves. Quality Assurance (QA): means a system or series of sampling, testing or other activities carried out by the Owner to ensure that materials/products received from the Contractor meet the specified requirements. Quality Control (QC): means a system or series of sampling, testing or other activities carried out by the Contractor to ensure that materials/products supplied to the Owner meet the specified requirements. Referee Testing: Testing conducted by an independent, third party laboratory on samples acquired for this purpose. Such testing is at the request of the Owner or the Contractor. Referee test results are binding on both the Contractor and the Owner. Standard Deviation: is the square root of the value determined by summing the squares of the difference between each test result and the mean of the test results divided by the number of test results minus one.


313.05 MATERIALS 313.05.01 Asphaltic Concrete Subsection 313.05.01 of OPSS 313 is amended by the deletion of the first paragraph and its replacement with the following: Asphaltic concrete shall conform to OPSS 1149, with the following amendments: 1149.04.04 Contractor Mix Designation 1149.04.04.01 General Mix design for Open Friction Course shall be as specified elsewhere in this Contract. For all other mix types, clause 1149.04.04.01 of OPSS 1149 is amended by the deletion of the twelfth paragraph and its replacement with the following: Marshall Mix Designs: The Contract Administrator will review the mix design and the job-mix formula documents, and may conduct a duplicate mix design with the submitted samples. The mix shall not be placed until the Contract Administrator gives a written confirmation of conformance of the submitted mix design documents and job-mix formula to the Contract requirements for the mix design. Within four business days commencing after the day of delivery of all required documents and all samples, the Contract Administrator will provide, in writing, the above confirmation or advise the Contractor of any non-conformance to the contract requirements. When the results of the Owner’s duplicate mix design do not conform to the requirements of the Contract Documents, the Contract Administrator will advise the Contractor of the results. Superpave Mix Designs: In addition to the mix design submission, the Contractor shall retain an independent, third party laboratory acceptable to the Owner for the purpose of conducting a check of the mix volumetric properties and moisture susceptibility. This laboratory shall hold a current CCIL Type A certification including Superpave capability, and shall conduct all testing to determine the values of mix and aggregate properties listed in Table E, Mix Check Requirements. The protocol for conducting the mix check shall consist of the following as a minimum:

Using the mix design information for mass required to produce specimens of the required height (115 ± 5 mm) and the appropriate mixing/compaction temperatures, the laboratory shall prepare, at the design asphalt cement content, a minimum of four specimens compacted to the design number of gyrations (Ndes.), and a minimum of two specimens compacted to the maximum number of gyrations (Nmax.). For specimens produced from plant mix, the minimum number of specimens compacted to Ndes. shall be two per sample. Two samples shall be prepared for the determination of maximum theoretical density. The minimum mass of these samples shall be in accordance with AASHTO T209. Volumetric properties listed in Table E, Mix Check Requirements, shall be determined using aggregate densities measured by the independent laboratory and the results of the mix tests described above.


The determination of the tensile strength ratio shall be carried out in accordance with AASHTO T283, with samples prepared using AASHTO T312. The test shall be conducted using the type and amount of anti-stripping additive determined in the mix design.

The Contractor shall submit a conformance document signed and sealed by the independent laboratory’s supervising engineer. The document shall: a) state that the independent laboratory conducted all testing required by the laboratory procedure for the

mix check to determine the values of mix and aggregate properties listed in Table E, Mix Check Requirements;

b) state that the mix meets the requirements and tolerances given in Table E, Mix Check Requirements;

and c) be accompanied by the test results and calculated values obtained for the properties listed in Table E,

Mix Check Requirements. The Contractor shall select one of the following mix check options and advise the Contract Administrator in writing of the option selected prior to placing each mix type: Option 1. Testing of laboratory prepared samples using the JMF selected by the Contractor: For this option,

the conformance document from the independent, third party laboratory shall be submitted with the Contractor’s mix design submission. The Contract Administrator will review the mix design submission, the job-mix formula and the conformance document. The mix shall not be placed until the Contract Administrator gives a written confirmation that these documents meet Contract requirements. Within four business days commencing after the day of delivery of all required documents and all samples, the Contract Administrator will provide, in writing, the above confirmation or advise the Contractor of any Contract requirements that have not been met.

Option 2. Testing of samples prepared from production mix: This option is only available once per

Contract and only for binder course mix whose item quantity is at least 10,000 tonnes. The quantity of binder mix placed under this option will be included in the applicable lot(s) for acceptance purposes and is not exempt from the sampling, testing and acceptance requirements of the Contract Documents. Further, this option is only available if the binder course is the first mix placed on the Contract.

For this option, the Contract Administrator will review the mix design submission and the job-

mix formula documents and, within four business days commencing after the day of delivery of all required documents and all samples, will provide, in writing, confirmation that the submission meets Contract requirements or advise the Contractor of any Contract requirements that have not been met. Mix shall not be placed until the Contract Administrator gives this written confirmation. A minimum of four samples, which can be taken at the same locations as those for mix acceptance testing, shall be obtained during the production of the first 1000 tonnes or less of mix, produced within a time frame not exceeding five business days. None of this quantity shall be placed on bridge decks. The samples shall be submitted to the independent laboratory to check the mix volumetric properties and the moisture susceptibility. No additional mix beyond the 1000 tonnes shall be placed until the Contractor has submitted a conformance document from the independent, third party laboratory and the Contract Administrator has issued written confirmation that the conformance document meets the Contract requirements. Within one business day of receiving the conformance document, the Contract Administrator will provide the


written confirmation or advise the Contractor in writing of any Contract requirements that have not been met.

Revision to Submitted Superpave Mix Design Submission of a revised mix design is permitted prior to placing any hot mix for a tender item when the Contractor determines that aggregate densities in the original mix design have changed but the aggregate and asphalt cement sources and proportions are unchanged. A written request shall be made which shall be accompanied by the revised mix design submission clearly showing the more recently determined aggregate density test results and the mix properties obtained with the newly established aggregate density, and with replicate referee and QA aggregate samples. The mix design laboratory shall carry out testing using the protocol for a mix check specified above, except that the mix design laboratory shall use it’s own density results to determine volumetric properties, and the Table E, Mix Check Requirements, does not apply to the mix design laboratory’s results. The mix design laboratory results for the revised mix design shall meet all mix design requirements except that the air voids at the design number of gyrations shall be 4.0 ± 0.3. The independent laboratory shall conduct a mix check under Option 1 and provide a conformance document for the revised mix design as specified above. However, the mix design laboratory and the independent laboratory are not required to confirm the tensile strength ratio for the revised mix design if the original mix design indicated the inclusion of an anti-stripping agent, and the revised mix design indicates that the anti-stripping agent type and amount will remain unchanged. Results of testing carried out by the mix design laboratory in support of the revision and the conformance document for the revised mix design shall be submitted with the revised mix design. Within four business days commencing after the day of delivery of all required documents and all samples, the Contract Administrator will provide, in writing, the above confirmation or advise the Contractor of any Contract requirements that have not been met. Production shall not begin until the Contract Administrator has issued written confirmation that the revised submission meets Contract requirements. Confirmation of conformance to Contract requirements of the submitted Marshall or Superpave mix design, including the mix check by the Independent laboratory, does not constitute any guarantee that the mix can be produced and/or constructed to Contract requirements, and does not relieve the Contractor of the responsibility for ensuring the specified quality of materials and workmanship is achieved. 1149.04.04.03 Samples for Monitoring Purposes Clause 1149.04.04.03 of OPSS 1149 is amended by the addition of the following to the last paragraph: Two sets of material samples representative of those used for mix design shall be submitted by the Contractor to the Regional Quality Assurance Laboratory within two days of submission of the mix design to the Contract Administrator. For SMA, once each week during production of this mix type, the Contractor shall also provide a summary and appropriate supporting documentation including bills of lading that reconciles the daily usage of mineral filler and cellulose fibres in the mix with the quantity of SMA produced. 1149.07.06 Changes to the Job-Mix Formula and the Mix Design - Contractor Mix

Designation Subsection 1149.07.06 is amended by the deletion of the reference to air voids in the second paragraph and the addition of the following:


Field Adjustments to the Job Mix Formula A field adjustment to the Job Mix Formula (JMF) is defined as a change in the target gradation and/or asphalt cement content of a mix, within specified limits, without a redesign of the mixture. The revised JMF shall be supplied in writing on a form supplied by the Contract Administrator together with supporting test results. Within four hours of receiving the new JMF documentation, the Contract Administrator shall review it for conformance with the contract requirements and shall give a written confirmation of receipt of the revised JMF to the Contractor, confirming conformance to the contract requirements or advising of any non-conformance. The revised JMF may be applied to the lot being placed at the time the confirmation of receipt of the revised JMF is issued and the previous lot, if requested by the Contractor as part of the written submission for a JMF change. If this request is not made, the revised JMF shall only apply to mix placed subsequent to the acceptance of the revised JMF. Confirmation of conformance to contract requirements of the submitted JMF does not constitute any guarantee that the mix can be produced and/or constructed to Contract requirements, and does not relieve the Contractor of the responsibility for ensuring the specified quality of materials and workmanship is achieved A field adjustment will be permitted under three situations:

1. To more closely reflect the actual mix being produced when test results for the last lot produced to the submitted JMF accrued a payment reduction for asphalt cement content and/or aggregate gradation but met all other specified mix requirements. For Marshall mixes, the test results (lot mean) must show that the minimum design Marshall stability, flow and VMA were achieved and there was no payment reduction for air voids. For Superpave mixes, the test results (lot mean) shall show that the design requirements for VMA, percent Gmm at Nmax, voids filled with asphalt (VFA) and dust proportion were met, and that there was no payment reduction for air voids.

2. To permit minor changes in the constituent proportions when test results for the last lot produced to the submitted JMF indicated no negative price adjustments for asphalt cement or gradation, but changes are designed to improve either the air voids or the VMA or both. For this situation, the air voids PWL shall be at least 50 and the lot mean VMA shall be no more than 0.50 percent below the design minimum.

3. To permit minor changes in the submitted JMF before production starts. In all cases, the Contractor shall submit test results to support the application for the change to the JMF. For Situation 1, this shall be for a minimum of one lot with all its sublots. For Situation 2, the mean of test results for a minimum of four samples of mix produced in support of this application shall be submitted which shall confirm that the proposed JMF will produce mix which will conform to the contract requirements for air voids and VMA, and that the proposed mix will continue to conform to or show no deterioration in Marshall stability and flow (for Marshall mixes), and percent Gmm at the initial and maximum number of gyrations, VFA, and dust proportion for Superpave mixes. For Situation 2 or 3, in lieu of plant check data, results of tests carried out on laboratory mixed samples are acceptable. For mixes designed using the Marshall method a minimum of 12 briquettes is required. For SMA and Superpave mixes, a minimum of six gyratory-compacted specimens (four compacted to the design number of gyrations and two compacted to the maximum number of gyrations) is required. For each mix design method, a minimum of two determinations for maximum theoretical density shall be performed.


Number of Permitted Changes The number of field adjustments to the JMF shall be limited to two for each mix design submitted for a given item. When a second field adjustment is being requested, the Contractor shall submit samples which are duplicates of those used in the testing required to support the request. Maximum Permitted Change Field adjustments shall be limited in scope such that the net impact of all adjustments does not exceed any of the maximum field adjustments in Table F, Maximum Field Adjustments for JMF Properties, in comparison to the original JMF submitted under the current mix design.

The revised JMF shall meet the requirements of the Contract for asphalt cement content and for gradation on all sieves. A full mix design is required whenever a material is added or deleted, or when the blend proportions are changed such that the impact exceeds the above. Section 313.05 is further amended by the addition of the following: 313.05.03 Density Testing of Hot Mix Aggregates The Contractor shall conduct QC density testing of aggregates and RAP for the purpose of developing the mix design for each mix type in the Contract. Such testing may be performed during production of each aggregate and RAP or during stockpiling of the materials at the hot mix plant. The individual test results, including the date of sampling, shall be included as part of the mix design submission. Only test results generated within 12 calendar months preceding the mix design shall be used. At the Contractor’s written request made prior to HMA production of the tender item, the mix design aggregate density test results may be replaced with more recent determination according to clause 1149.04.04.01 of this Special Provision. The replacement test results shall be submitted as part of the revised mix design. During HMA production, the Contractor shall procure samples and conduct density tests for RAP and each aggregate identified in the mix design for each mix type using methods specified elsewhere in the Contract and also report the resulting combined aggregate density. The first set of samples shall be taken during the production of the first lot of hot mix with more than one sublot. Subsequent samples shall be taken during the production of every alternate lot of hot mix. All samples shall be at approximately the midpoint of the lot. All test results shall be provided to the Contract Administrator within two business days of sampling of each aggregate and within three business days of sampling RAP. Samples for QA and referee testing shall be obtained concurrently with the QC samples. The Contractor shall deliver the QA and Referee samples as specified in this Special Provision for hot mix samples. Each sample shall be clearly identified as to date of sampling and the lot number of the hot mix being produced when the sample was taken. 313.07 CONSTRUCTION Section 313.07 of OPSS 313 is amended by the addition of the following:


313.07.01.06 Sampling of Mix for Acceptance Testing 313.07.01.06.01 General Clause 313.07.01.06.01 of OPSS 313 is deleted and replaced by the following: The Contractor shall obtain, package appropriately, and label a set of three mix samples from each random location designated by the Contract Administrator. One of these samples shall be for the Contractor’s QC testing and the other two will be designated for QA and Referee testing. Each of the three samples shall be taken from the same truckload and at the same transverse offset. The minimum mass of each sample shall be in accordance with data given in Table G, Sample Size and Frequency. The SMA sample for draindown testing shall coincide with one of the other sublot samples as designated by the Contract Administrator. It shall be obtained using a plate sample which can then be split in the field into approximately three equal representative portions weighing about 3 kg each for QA, QC and referee testing. The samples shall be transferred to a clean stainless steel bowl or pan of suitable size, immediately after splitting for delivery to the testing laboratory. Any alternative method of sampling mixes at the paving site to replace plate sampling is permitted. In using this alternative sampling method, the Contractor agrees that acceptance of mix properties, including the calculation of payment factors, will be based on testing the samples obtained with the alternate sampling method. The Contractor shall be responsible for any costs related to the use of the alternate sampling method. 313.07.01.06.02 Frequency Point a. of clause 313.07.01.06.02 of OPSS 313 is deleted and replaced with the following:

a. The sampling frequency for obtaining the mix samples is one set of three samples per sublot of any hot mix type produced.

313.07.01.09 Placing Mixes Point c. of clause 313.07.01.09 of OPSS 313 is deleted and replaced with the following:

c. For Open Friction Course Mix, Dense Friction Course Mix, Superpave 12.5FC 2 and SMA Mix when the air temperature shall be at least 12oC.

313.07.01.15 Compaction For all mix types except Open Friction Course, clause 313.07.01.15.01 of OPSS 313 is deleted in its entirety and replaced with the following:


313.07.01.15.01 Sampling Upon completion of each sublot, the Contract Administrator will determine each random sample location and inform the Contractor in writing. Random pavement core samples shall be obtained by the Contractor from each sublot not later than the next working day after the completion of the sublot. Cores for referee testing shall be obtained by the Contractor at the same time as the original cores. Each core shall have a minimum nominal diameter of 150 mm and a maximum nominal diameter of 200 mm, and shall consist of the full layer being sampled and at least one underlying layer, if one is present. Cores shall not be taken within 250 mm of a longitudinal or transverse joint, or the edge of pavement. Care shall be taken to ensure that cores are not damaged during coring operations or in transit. If a core is damaged, a replacement core shall be extracted at a location adjacent to the original core. The sampling frequency shall be based on lots with a set of three core samples taken at a random location within each sublot. The three samples shall be taken from the same lane, same transverse offset, and at a spacing of between 0.5 and 1.0 metres between each core. One of these samples shall be for the Contractor’s QC testing and the other two will be designated for QA and Referee testing. Core samples shall be placed in a suitable container which will protect the sample integrity during transport and until testing. Each sample shall be labelled with the contract number, Region, highway number, date sampled, mix type, lot number, sublot number, lift number, design lift thickness, station location and offset from the centreline of the highway. The lot and sublot number shall be marked clearly on each core with a permanent marker. When the lift thickness of the pavement core is less than 35 mm, the core will be submitted to the Contract Administrator and a replacement core shall be extracted at a location within the same sublot selected by the Contract Administrator. If the thickness of the replacement core is also less than 35 mm, the Contractor shall submit the core to the Contract Administrator and review the situation with the Contract Administrator prior to any further coring of the sublot. Holes resulting from the removal of pavement samples shall be repaired in accordance with clause 313.07.01.18 of OPSS 313 except that only the use of a self-powered mechanical compactor is permitted. Clause 313.07.01.15.02 of OPSS 313 is deleted in its entirety except when paving on bridge decks,. 313.08 QUALITY ASSURANCE 313.08.01 General Subsection 313.08.01 is amended by the deletion of the first paragraph. 313.08.02 Acceptance of Asphalt Cement Content and Aggregate Gradation Subsection 313.08.02 of OPSS 313 is deleted and replaced with the following:


313.08.02 Acceptance of Asphalt Cement Content, Aggregate Gradation, Percent Air Voids, VMA and Pavement Compaction

313.08.02.01 Use of Contractor's QC Results for Acceptance of Hot Mix All QC testing shall be performed in a CCIL Type A or Type B certified laboratory including Superpave capability, AMRL accredited laboratory or equivalent. In addition, the laboratory testing Superpave and SMA mixes shall participate in the Ministry’s scheduled correlation programs for gyratory compactors which occur just prior to and during the paving operations. All QC testing shall be done by and/or under the direct and constant supervision of a technician certified by CCIL (or an equivalent organization) for Superpave. 313.08.02.01.01 Comparison of Test Results and Impacts The Contractor’s QC results and the Owner’s QA results will be compared by the Owner on a lot by lot basis. If the results are deemed to agree, or if no Owner testing is carried out, the QC results will be used for assessing the acceptability of hot mix, unless either party requests referee testing. QA testing shall be for audit purposes only, and shall be based on a minimum frequency of one test result generated by the QA laboratory for every two results generated by the QC laboratory. The Contract Administrator will provide the Contractor with a copy of the test results and either the Contractor or the Owner may request referee testing for the lot in question. On receiving the QC test results for the lot, the compaction payment factor and the mix properties payment factor for the lot will be calculated by the Contract Administrator as specified elsewhere in the Contract, based on the QC test results. The results will be compared with those obtained using QA results, and the following shall apply: The QC and QA results shall be deemed to agree if the difference in the compaction payment factor and the mix properties payment factor calculated using the QA and QC test results are both less than 0.020 (0.025 in the case of Superpave, SMA, DFC and HDBC mix properties). When the QC and QA results agree, the payment factor obtained using the QC results shall apply unless either party requests referee testing If this comparison criteria is not met, the QC and QA results shall be deemed to disagree and Referee testing may be requested by either party as described in this special provision. 313.08.02.01.02 Laboratory Correlations At the Contractor's request, the Contract Administrator will provide the Contractor with the opportunity to conduct a correlation of aggregate densities, mix properties (with or without VMA) and/or compaction between the QA and QC laboratory prior to placement of hot mix. The correlation for aggregate densities will consist of testing one sample of each aggregate. For mix and compaction the correlation will consist of testing a maximum of five samples of hot mix, or five cores for testing compaction, or both. The QA testing will be provided at no cost to the Contractor, and will be allowed only once per mix type. The Contractor shall provide the Contract Administrator with the job mix formula for the mix being submitted for the correlation testing, and all of the test results obtained by the QC laboratory. The Contract Administrator shall provide the QA test results to the Contractor on completion of the correlation testing.


313.08.02.01.03 Referee Testing Testing by an independent third party referee laboratory of only the entire lot may be requested by the Contractor or the Owner for any completed lot regardless of the difference in QC and QA payment factors. Referee testing shall fall into one of the categories identified in Table H, Referee Testing Categories, and the conditions if any associated the category shall be satisfied for referee testing to be permitted. Either party may request referee testing for determining the draindown of the SMA sample. Referee testing for a given lot can only be invoked by the Contractor within five business days of the Contractor receiving the Contract Administrator’s calculated QC and QA payment factors for that lot. The Owner may invoke referee testing for a given lot not more than 15 business days after all the QA samples for the lot are received at the QA laboratory, or not more than 6 business days after all the QC results are received by the Contract Administrator, or not more than 15 days after a lot is terminated due to a delay of more than 20 business days in placing the complete lot, whichever is the latest date. The referee laboratory will be designated by the Owner from a Roster Rotation List maintained by the Owner for this purpose. The Contract Administrator shall arrange for the delivery of samples to the referee laboratory. The results generated by the referee laboratory shall be used to determine the payment factors for the acceptance of the disputed properties for the disputed lots of hot mix. The results shall be binding on the Contractor and the Owner. When QC and QA results do not agree, for any referee testing which is carried out without an outlier in the referee results, the cost of referee testing, including sample delivery, shall be borne by the party whose payment factor is further removed from that generated by the referee laboratory. However, if the payment factor determined by the referee results is exactly in between that determined by the QC and QA laboratories, the cost of the referee services shall be split between the Owner and the Contractor. If the QC and QA results agree, the cost of referee testing, including sample delivery, shall be borne by the party requesting the referee testing. Referee testing shall be charged at the following rates. Determination of asphalt cement content, and aggregate gradation $200 per sublot sample Determination of percent air voids: $200 per sublot sample Determination of percent compaction: $100 per sublot sample Determination of draindown only: $150 per sample Determination of correction factor for use of Ignition Furnace $1000 per calibration Determination of bulk relative density of aggregate $125 per aggregate Determination of bulk relative density of coarse and fine aggregate obtained from RAP (including the removal of asphalt cement) $500 per RAP sample


Note: The rate for the determination of VMA will be the sum of the rates of all tests required to supply this test result. Referee VMA When the combined aggregate density determined by a QA laboratory is within 0.020 of the mean combined aggregate density used by the QC laboratory, the aggregate densities shall be deemed to be in agreement and the referee laboratory shall use the mean QC combined aggregate density in calculating the VMA. If the mean QC and QA combined densities are not in agreement, the referee laboratory shall conduct aggregate density testing on samples supplied to it for this purpose. These samples shall be the last samples taken prior to the start of the lot being subjected to referee testing. The combined aggregate density result shall be compared to the mean QC and QA combined aggregate density results, and the referee calculation of VMA shall be based on the result which is closer to the referee result. The referee result will only be used if it is exactly in between the QC and QA combined aggregate density test result. 313.08.02.01.04 Testing and Assessment Criteria The Contractor shall conduct the following tests on the samples:

a) asphalt cement content and aggregate gradation on all hot mix samples in accordance with LS-291, LS-282 or LS-292. Prior to hot mix asphalt production, the Contractor shall inform the Contract Administrator of the LS method to be used for QC testing in writing and shall not change the method without providing written notification to the Contract Administrator in advance. The QA and Referee laboratories will use the same method as the Contractor except that when the Contractor chooses LS-292, the QA and Referee laboratories will use that method provided the calibration requirements are met. If they are not met, the affected laboratory(ies) will use LS-282.

b) the bulk relative density for each hot mix sample using the same laboratory compaction protocol as was used in the design of the mixture. For Superpave mixes, in addition to compacting all samples to the design number of gyrations, two samples from each lot of hot mix (as detailed in Clause 313.07.01.06.01) shall be compacted to the maximum number of gyrations, in accordance with AASHTO T 312

c) the maximum relative density of each hot mix and core sample using LS-264 d) the Marshall Stability and Flow in accordance with LS-263 for mixes designed using the Marshall

method e) draindown in accordance with AASHTO T305 on the SMA samples obtained for this purpose f) pavement compaction based on testing of cores and the following formula:

Percent Compaction = (100 x BRD / MRD) + C (1) where: BRD = Bulk Relative Density of the pavement core MRD = Maximum Relative Density of the core C = Thickness Correction factor (0.1 % for each whole millimetre that the

individual pavement core thickness is less than 40 mm) The Bulk Relative Density (BRD) shall be determined using test procedure LS-262, Method of Test for Bulk Relative Density of Compacted Bituminous Mixtures. For all gyratory-compacted specimens and cores of SMA and Superpave mixes, if the percent water absorbed by the specimen is found to exceed 2 percent by volume, as described in AASHTO T 166, then the Bulk Relative Density will be determined using either LS-306, Method of Test for Bulk Relative Density of Compacted Bituminous Mixtures Using Paraffin Coated Specimens or ASTM D 6752, Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Automatic Vacuum Sealing Method.


The Contractor shall advise the Contract Administrator (CA) in writing of the method selected for this testing. For laboratory prepared specimens, this information shall be supplied with the mix design. For core samples, the method of test shall be identified with the results of first set of QC cores tested for a particular mix type. The method of testing for BRD of specimens of production mix prepared using the gyratory compactor shall be consistent with that used during the mix design. For SMA and Superpave mix cores, if the method of test is different from that used for laboratory compacted specimens, the Contractor shall provide written confirmation of this to the Contract Administrator, stating the reason for the difference. The method of testing cores or laboratory compacted specimens shall not be changed without the written consent of the Contract Administrator. The Contractor shall provide results from the tests listed above. In addition, the following information shall be provided:

a) the percent air voids and Voids in Mineral Aggregate (VMA). b) %Gmm at Ninitial, voids filled with asphalt, and dust to binder ratio for Superpave mixes.

The calculation of QC VMA shall be based on the process control bulk relative densities of aggregates obtained during the mix design process, or values submitted with the revised mix design as permitted under Clause 1149.04.04.01, averaged with the determination of densities on the specified QC samples obtained during HMA production. For QA purposes, the calculation of VMA shall be based on testing carried out on samples submitted with the mix design, or the revised mix design if applicable, averaged with the determination of densities on the specified QA samples obtained during HMA production. For both QC and QA, results for aggregate density test results for samples taken during HMA production shall be applicable only to the lots subsequent to the lot during which they were taken. The Contractor’s test results and information shall be submitted to the Contract Administrator not later than two business days after sampling each sublot. The Contract Administrator shall be notified in writing if delays to the submission of test results are anticipated and the reason(s) for the delays. Acceptance for all mixes for Asphalt Cement Content, Aggregate Gradation, Air Voids and Compaction is based on the lot percent within limits (PWL) for each attribute, except that for SMA, the air voids PWL is determined for information purposes only. The PWL of the lot for each criteria will be used to determine the Payment Adjustment Factor, from Table P, Payment Adjustment Factors based on PWL. If the percent within limits is less than 50 percent for Asphalt Cement Content, Air Voids or Compaction, or less than 25 percent for any payment adjustment sieve, the lot is rejectable and shall be subject to repair or payment adjustment. For mixes designed using the Marshall method, the VMA, the Marshall stability and flow of mix samples shall meet the minimum specified for mix design. Superpave mixes are assessed for conformance to VMA as specified elsewhere in this Special Provision. For SMA mixes the draindown shall be no more than 0.3%. If it exceeds this value, the lot will be considered rejectable. The Contract Administrator will determine if a rejectable lot may remain in the work without repairs. When the Contract Administrator has determined that a rejectable lot may remain in the work without repair, the lot will be subjected to a payment adjustment. If the Contractor elects to repair the lot in lieu of a payment adjustment or if the Contract Administrator determines that a rejectable lot requires repair, the lot shall be repaired and re-evaluated as detailed under repairing and re-evaluating.


313.08.02.02 Lot Size The Contract Administrator will determine the size and location of the lots and sublots, including the optional 500 tonne lot after discussion with the Contractor and before hot mix production for the item starts. Guidelines for the breakdown of the tender item quantity into lots are as listed in Table I, Breakdown of the Tender Item Quantity Into Lots. Except for SMA, when the hot mix tender item is 5000 tonnes or more (3000 tonnes or more for the following mix types: Dense Friction Course, Open Friction Course, Heavy Duty Binder Course, and HL1) one lot, not exceeding 500 tonnes, with one sublot will be permitted for the tender item. If the Contractor elects to exercise this option, he must advise the Contract Administrator in writing prior to the 500 tonnes being placed. The lot with one sublot shall be placed in a binder course (except for Open Friction Course) and shall not be placed in a critical location(s) such as bridge decks. The remaining quantity will normally be divided into 5000 tonne lots with ten sublots. For SMA, in lieu of the single 500 tonne lot with one sublot, before placing any SMA as surface course, a quantity of up to 1000 tonnes consisting of two to three separate trials in the upper binder, with each trial being considered as a separate lot for sampling and testing, will be allowed as specified elsewhere in the Contract. When the tender item quantity is 1000 t or less, the sublot sizes will be based on individual circumstances. When the tender item quantity is between 1000 t and 5,000 t of hot mix, the quantity will normally be considered as a single lot. The number or size of the sublots may be adjusted to suit the quantity. When the tender item quantity is 5,000 t or more, the lot size will normally be 5000 t with ten sublots of equal size. The lot/sublot sizes may be reduced, at the discretion of the Contract Administrator and after discussion with the Contractor, prior to placing the lot. When only one or two sublots are completed at the end of paving for the item, due to a change in the job mix formula or when a delay of more than 20 business days occurs in placing the complete lot, the test results obtained for the one or two sublots will be considered as part of the previous lot and the previous lot will then have eleven or twelve sublots. In the case where the lot not exceeding 500 tonnes with one sublot is the previous lot, and when only one sublot is completed as described above, the one sublot shall be evaluated for acceptance in the same manner as for the lot with one sublot. When only three to nine sublots are completed due to the above circumstances then the three to nine sublots will be considered as a lot. When a delay of more than 20 business days occurs in placing the complete lot, the Contractor may, prior to the end of the 20 business days, request in writing to the Contract Administrator, that the lot be continued upon the resumption of paving for that item. If the request is not made or is not accepted by the Contract Administrator, the lot will be terminated and evaluated for acceptance. 313.08.02.03 Determination of Outliers in Test Results The Contractor or the Contract Administrator may question an individual value for any attribute of a sublot’s test result excluding VMA. The request shall be made within three (3) business days of the Contractor and Contract Administrator receiving all of the test results for the lot and only when the payment factor for the attribute with an outlier is less than 1.0. The validity of the questioned attribute will be ascertained in accordance with ASTM E 178-80, Standard Practice For Dealing with Outlying Observations using a "T" test at a 10 percent significance level. If the “T” test procedure shows that the questioned value of the attribute is not an outlier, then the test result will be used in the calculations. If the “T” test procedure shows that the questioned value of the attribute is an outlier, then the test result for the sublot will be checked for mathematical errors. For QC and QA test results, if there are no mathematical errors, the test result for the sublot is also considered an outlier and will be discarded and replaced. For referee test results, if there are no mathematical errors, the


sublot with the outlier is treated as a lot with one sublot and the remaining sublots will form a separate lot as detailed in 313.08.02.03.04 Outlier in Referee Results. 313.08.02.03.01 QC and QA Outlier Replacement Testing When requested by the applicable party as specified in clauses 313.08.02.03.02 and .03, a lab designated by the Owner from the Owner’s roster of referee laboratories will perform outlier replacement testing for QC and QA test results to replace the discarded test result using the referee sample. Outlier replacement testing will be performed for a sublot for all mix properties and/or compaction (i.e. if one mix attribute is an outlier, all mix property results for that sublot will be replaced, not just the attribute identified as an outlier). Regardless of the presence of outliers in the replacement test result(s) for the sublot and remaining original results, the replacement test result(s) will be binding on both the Contractor and the Owner and further outlier replacement testing will not be performed on the lot. 313.08.02.03.02 Outlier in Quality Control Results For an outlier in the Quality Control results:

a) the Contractor may replace the outlier result(s) with the Owner's QA result(s) (mix properties or compaction) for the affected sublot if the Owner tested that sample, or

b) the Contractor may request that the Contract Administrator arrange for the Owner’s lab to test the corresponding Quality Assurance sample for that sublot. In this case, the cost of the additional testing carried out by the QA laboratory shall be deemed to be the Contractor's responsibility. It shall be charged to the Contractor at the rates of $200 per sublot for mix samples and $75 per sublot for compaction samples. The Contractor will replace the QC result(s) from the outlier sublot with the new Quality Assurance result(s) for that sublot, or

c) the Contractor may request that a replacement result for the outlier be obtained by testing of the referee sample for the subject sublot. If the Contractor or Owner were to subsequently request referee testing on the full lot, the same lab that performed the outlier replacement testing would be assigned as the referee lab, and the results of the replacement testing already completed for the subject sublot would also become the referee results for that sublot. The cost of the outlier replacement testing will be borne by the Contractor, unless the entire lot subsequently undergoes referee testing, in which case the referee testing for the entire lot shall be paid according to the procedure described elsewhere in the Contract for referee testing.

313.08.02.03.03 Outlier in Quality Assurance Results For an outlier in the Quality Assurance results:

a) the Contract Administrator may replace the outlier result with the Contractors QC result(s) (mix properties or compaction) for the affected sublot, or

b) the Contractor or the Contract Administrator may request that a replacement result for the outlier be obtained by testing of the referee sample for the subject sublot. If the Contractor or Owner were to subsequently request referee testing on the full lot, the same lab that performed the outlier replacement testing would be assigned as the referee lab, and the results of the replacement testing already completed for the subject sublot would also become the referee results for that sublot. The cost of the outlier replacement testing will be borne by the party requesting the outlier replacement testing, unless the entire lot subsequently undergoes referee testing, in which case the referee testing for the entire lot shall be paid according to the procedure described elsewhere in the Contract for referee testing.


313.08.02.03.04 Outlier in Referee Results When an outlier in the referee results is identified, the sublot with the outlier shall be treated as a lot with one sublot for both mix properties and compaction (or air voids, when only air voids was subject to referee testing, and compaction for DFC, HDBC and SMA). When the sublot with the outlier is treated as a lot with one sublot, the remaining sublots will form a separate lot. The lot with one sublot will be evaluated as follows: A single test result for each attribute will be used to evaluate the lot. If the outlier value and the other attributes for the sublot are within the specification limits listed in Tables J and K for mix properties, and Tables L or M for compaction, then the payment factor shall be 1.00 for the lot. If the outlier value and/or any of the attributes used to evaluate the lot is rejectable, i.e. outside the specification limits listed in Tables J and K for mix properties, or Tables L or M for compaction, then lot is rejectable. The Contract Administrator may assess a payment reduction, or require that the lot be repaired at the Contractor’s expense as specified in 313.08.02.04 “Repairing and Re-evaluating”. If a rejectable lot is allowed to remain in the work, a payment factor of 1.00 shall be given to each attribute that is not rejectable, and the payment factor for PWL = 50% (25% for each sieve analysed for gradation) from Table P, Payment Adjustment Factors based on PWL, shall be given to each attribute that is rejectable. The total payment factor for the lot shall be calculated using the formulae detailed in part I “Calculations” of subsection 313.10.01 Basis of Payment. The lot formed by the remaining sublots:

a) will be accepted, subjected to a payment adjustment or rejected as detailed elsewhere in the Contract Documents for lots with 3 or more sublots, and

b) will not be checked for further outliers.

If only two sublots remain, the two sublots will be treated as two separate lots each with one sublot. When the QC and QA results for the original lot did not agree and there is an outlier in the referee test results, the Contractor will be charged 50% of the total cost for referee testing, including sample delivery, of all sublots in the original lot. The total cost for testing shall be determined using the rates that are specified in clause 313.08.02.01.03 Referee Testing. 313.08.02.04 Repairing and Re-evaluating The Contract Administrator may require any rejectable lot to be replaced or repaired. When the Contract Administrator requires a rejectable lot to be repaired or the Contractor elects to carry out repairs in lieu of accepting a payment adjustment, the Contractor shall determine what areas of hot mix in a lot are to be repaired. Each repair area shall include at least one of the plate and/or core sample locations for which the “Quality Characteristics” of the mix [i.e. mix properties, compaction, air voids only (for DFC, HDBC or SMA) or draindown (for SMA)] were deemed rejectable (or payment-reduced, if no rejectable mix). However, when the Contract Administrator requires a rejectable lot to be repaired, the repaired areas shall include all plate and/or core sample locations where the “Quality Characteristics” of the mix were deemed rejectable.


Prior to the repair, the Contractor shall take slab samples or cores for testing of AC Content, Gradation and Air Voids and/or Compaction in the unrepaired area and within one metre of the limits of each end of the repair area. Sufficient material shall be obtained for testing by the QC laboratory, the Owner’s QA laboratory and for possible referee testing. The repair area selected by the Contractor shall then be extended by one metre. These repair areas shall be repaired by removal and replacement or an overlay where permitted by the Contract Administrator, prior to re-evaluating. The minimum width of repair shall be the width of the lane and/or shoulder being repaired. The minimum length shall be sufficient for a paver to be used (3 metres). A paver shall be used in carrying out the repair. When repairs are made to all or part(s) of a lot, the lot will be re-evaluated. If there is only one repair area in a lot, the unrepaired area of the lot shall form a lot and the repaired area shall form a lot. The samples for the unrepaired area shall consist of the original unrepaired sublot samples and the samples described above taken from within one metre of the limits of the repair area. If there is more than one repair area in a lot, the repaired locations shall be considered as one lot, the unrepaired areas of the repaired sublots shall be considered as one lot and the remaining sublots of the original lot which were not repaired shall be considered as one lot. The samples for the lot of the unrepaired areas of the repaired sublots shall include the samples described above taken from within one metre of the limits of the repair area. The lot of the remaining unrepaired sublots shall have the original test results re-evaluated using the new number of sublots. If there are only one or two sublots in a lot which are not repaired, the Contract Administrator shall include those sublots as part of the previous or next lot. The Contract Administrator in conjunction with the Contractor will determine the number of sublots for the repair lot. When the lot has been tested by the referee laboratory the referee test results will be used to determine the payment factors instead of the original test results. The repaired area shall be tested for all criteria. The unrepaired area of the repaired sublot(s) shall be tested only for the criteria which were subject to negative price adjustments in the original test results. The lot of unrepaired sublots will be re-evaluated using the new number of sublots. If the repair location is less than 500 tonnes, the Contract Administrator in conjunction with the Contractor may decide to include it as part of the current lot being produced. The re-evaluated lots will be accepted at the full Contract price, subjected to a payment adjustment or rejected as detailed elsewhere in this Special Provision. 313.08.02.05 Acceptance of Items with Small Quantities In lieu of accepting hot mix as described herein, when the tendered item quantity is less than 1000 t, the hot mix may be accepted by the Contract Administrator based upon such testing as is deemed necessary by the Contract Administrator to determine substantial conformance with the Contract. When three or more tests have been completed for a lot the material will be accepted at the full Contract price, subjected to a payment reduction or rejected as detailed herein. The test results for each sublot will be used to compute the lot mean and standard deviation for each criteria. For each hot mix item of 5000 tonnes or more (3000 tonnes or more for Dense Friction Course, Open Friction Course, Heavy Duty Binder Course, and HL1), the quantity of mix not exceeding 500 tonnes, designated as one lot with one sublot for that tender item under the conditions given in the section " Lot Size", will not be subject to payment adjustment unless the mix is rejectable. To determine if the mix is rejectable for the 500 tonne lot, the asphalt cement content, aggregate gradation, air voids and compaction shall comply with the limits specified in Tables J, K, and L. For compaction three cores shall be taken and PWL calculations using n=3 will be used to determine payment factors.


313.08.02.06 Specification Limits The quality index for the lower and upper specification limits and percent within limits (PWL) shall be determined using LS-101, see Table J, Specification Limits from Job Mix Formula, Table K, Specification Limits for Air Voids, Table L, Tolerance Limits for Pavement Compaction, and Table M, Dense Friction Course and Superpave 12.5FC 2 Pay Factors for PWL > 95%. 313.08.02.07 Interim Procedure For Administration of Air Voids Requirements For SMA For SMA, the QC test results shall be used for acceptance of air voids as specified below: A lot shall be considered acceptable for air voids, if the mean of the test results within that lot is greater than or equal to 2.5 percent and less than or equal to 5.5 percent and no sublot has a test result less than 2.0 percent or greater than 6.0 percent air voids. A lot shall be considered rejectable, if the mean of all of the test results within that lot is either less than 2.5 percent or greater than 5.5 percent air voids. A sublot shall be considered rejectable, if its test result is less than 2.0 percent or greater than 6.0 percent air voids. For lots or sublots which are rejectable with respect to air voids, and which the Contract Administrator requires to be repaired, the Contractor shall provide a written proposal to the Contract Administrator with the details of how the repairs will be carried out. 313.08.03 Acceptance of Penetration of Asphalt Cement Recovered from Hot Mix Subsection 313.08.03 of OPSS 313 is deleted. 313.09 MEASUREMENT FOR PAYMENT Subsection 313.09.01 is amended by the addition of the following: 313.09.01 Stone Mastic Asphalt

Superpave 9.5 Superpave 12.5 Superpave 12.5FC 1 Superpave 12.5FC 2 Superpave 19.0 Superpave 25.0 Superpave 37.5

313.10 BASIS OF PAYMENT 313.10.01 Hot Mix Clause 313.10.01.01 of OPSS 313 is amended by the addition of the following to the title:


Stone Mastic Asphalt - Item Superpave 9.5 - Item Superpave 12.5 - Item Superpave 12.5FC 1 - Item Superpave 12.5FC 2 - Item Superpave 19.0 - Item Superpave 25.0 - Item Superpave 37.5 - Item

Clause 313.10.01.01 of OPSS 313 is amended by the addition of the following: Payment Adjustment due to the End Result Specification for Mix Properties and Compaction: For all mixes, when the Contractor is not required to or does not elect to repair a lot, the total payment adjustment for that lot due to the end result specification requirements will be the product of: lot quantity x price x [ total payment factor minus 1.000] For all mixes, when the total payment factor is less than 1.000, the total payment adjustment due to the end result specification requirements will be a reduction in payment for the lot. For an SMA or Superpave mix lot which is not rejectable, if the total payment factor is less than one, then the total payment adjustment for that lot due to the end result specification requirements will be calculated on the basis of the Tender Opening Date in accordance with Table N, Adjustments to a Payment Factor Less Then 1.0 For Non-Rejectable Superpave Mix, and Table O, Adjustments to a Payment Factor Less Then 1.0 For Non-Rejectable SMA Mix. However SMA which is placed in the trials up to 1000 tonnes will not be subject to negative payment adjustment unless it is rejectable. The total payment factor for SMA which is deemed rejectable, in accordance with clause 313.08.02.01.04 and the Owner decides will be left in place, shall be calculated using formulae (2) to (13) without applying a tender opening date reduction factor but shall be no less than 0.65. For all mixes, when the total payment factor, due to the end result specification requirements, is equal to 1.000, no adjustment will be made to payment for the lot. When the total payment factor due to the end result specification is greater than 1.000, the total payment adjustment will be an increase in payment for the lot. Lot Quantity For All Mixes: When a payment adjustment due to the mass multiplier for the selected aggregate combination is specified under Basis of Payment clause for the item, the lot quantity will be the quantity of the mix in the lot multiplied by the applicable mass multiplier factor.


Price For All Mixes: For purposes of payment adjustment due to the end result specification for the tender item, the term "price" means the contract price of the hot mix tender item. In the case where surface mix is placed as trial(s) in the binder course, the term price means the contract price for the surface course tender item. In either case, however, when the Contract specifies elsewhere that the contract price will be adjusted due to a change in the performance grade asphalt cement content from that specified for bidding purposes, the term "price" means the adjusted contract price after adjusting for the change in performance grade asphalt cement content. Lot with One Sublot: If the Contractor has elected to place a lot with one sublot as detailed in the section titled “Lot Size”, the lot shall be assigned a total payment factor of 1.0 if the lot is not rejectable. Surface course mix which is placed in the binder course as part of this option, shall be paid based on the Contract price for the surface course item. If the lot is determined to be rejectable, it shall be administered as described previously. If a rejectable lot is allowed to remain in the work, a payment factor of 1.00 shall be given to each attribute that is not rejectable, and the payment factor for PWL = 50% (25% for each sieve analysed for gradation) from Table D shall be given to each attribute that is rejectable. The total payment factor for the lot shall be calculated using the formulae detailed in the “Calculations” section below. I. Calculations The Total Payment Factor will be based on the individual payment factors (from Table P, Payment Adjustment Factors based on PWL) determined for asphalt cement content, aggregate gradation of each sieve, percent air voids and pavement compaction and the following formulae: A. Gradation To obtain the gradation payment factor use the following formulae: PFG(SUB) = PFDLS + PF4.75 +PF600 + PF75 (2) If PFG(SUB) is greater than or equal to 4, the equation for PFG is PFG = PFG(SUB) - 3 (3) If PFG(SUB) is less than 4, the equation for PFG is PFG = PFG(SUB) / 4 (4) where PFxxx(SUB) = sub factor for calculating purposes PFG = Payment Factor for Gradation PFDLS = Payment Factor for Designated Large Sieve PF4.75 = Payment Factor for the 4.75 mm sieve PF600 = Payment Factor for the 600 µm sieve and PF75 = Payment Factor for the 75 µm sieve PF values are obtained from Table P, Payment Adjustment Factors based on PWL, using the PWL figures from LS-101. B. Combined Gradation And Asphalt Cement Content To obtain the composite gradation and asphalt cement content payment factor use the following formulae:


PFGAC(SUB) = PFG + PFAC (5) If PFGAC(SUB) is greater than or equal to 2, then PFGAC = PFGAC(SUB) -1 (6) If PFGAC(SUB) is less than 2, then PFGAC = PFGAC(SUB) / 2 (7) where PFAC = Payment Factor for Asphalt Cement Content PFGAC = Composite Payment Factor for Asphalt Cement Content and Gradation C. Payment Factor for VMA (only for Superpave mixes) Mixes designed using the Superpave method will be further assessed for conformance to VMA on a lot by lot basis as follows: VMA will be calculated to two decimal places for each sublot using the bulk relative density of the mix for the sublot, and the combined aggregate density as specified elsewhere in this special provision to provide a lot mean VMA to two decimal places. If the lot mean VMA is not more than 0.5 percent below the minimum VMA specified for mix design purposes, the payment factor for VMA is 1.000. For lot mean VMA results more than 0.5 percent lower than the minimum specified for mix design purposes, a payment factor for the subject lot will be calculated in accordance with the following:

PFVMA = 0.8000 - 0.4(VMAmin - 0.5 - VMAmean) (8)

where PFVMA = payment factor for VMA VMAmean = lot mean VMA VMAmin = minimum VMA specified for mix design

D. Comparing the Payment Factors of Air Voids and VMA For Superpave mixes, when the Payment Factor for VMA is less than 1.000, it will be compared to the payment factor for air voids and the lesser of the two is the payment factor for voids, PFVOIDS. When the Payment Factor for VMA is equal to 1.000, the payment factor for voids will be the same as the payment factor for air voids. For Marshall mixes, the payment factor for voids will be the same as the payment factor for air voids. E. Combined Gradation, Asphalt Cement Content, And Voids - See Note 6) - (Mix Properties) To obtain the composite payment factor for gradation, asphalt cement content, and voids, use the following formulae: PFGAC/VOIDS(SUB) = PFGAC + PFVOIDS (9) If PFGAC/ VOIDS(SUB) is greater than or equal to 2 then PFGAC/VOIDS = PFGAC/ VOIDS(SUB) - 1 (10) If PFGAC/ VOIDS(SUB) is less than 2 then PFGAC/ VOIDS = PFGAC/ VOIDS(SUB) / 2 (11) where PFGAC/VOIDS = Composite Payment Factor for Gradation, AC Content, and Voids (mix properties

payment factor) For all mixes except SMA: PFVOIDS = Payment Factor for Voids For SMA (see Note 5): PFVOIDS = PFGAC if PFGAC < 1.000, or PFVOIDS = 1.000 if PFGAC ≥ 1.000 Note 5: For SMA, the payment factor for air voids as determined by Table P, Payment Adjustment

Factors based on PWL, will not be used in the combined payment factor.


F. Total (Gradation, AC, Voids, Compaction) To obtain the total payment factor for gradation, asphalt cement content, voids, and compaction use the following formulae: PFTOTAL(SUB) = PFC + PFGAC/VOIDS (12) If PFTOTAL(SUB) is greater than or equal to 2 then PFTOTAL = PFTOTAL(SUB) - 1 (13) If PFTOTAL(SUB) is less than 2 then PFTOTAL = PFTOTAL(SUB) / 2 (14) where PFTOTAL = Total Payment Factor PFC = Compaction Payment Factor The Total Payment Factor will be reported to four decimal places with rounding in accordance with LS-101. When there is no sampling/testing specified for a mix attribute [see Note 6] or when the requirement for sampling/testing for a mix attribute is waived by the Owner, the payment factor for that attribute will be equal to either: a) the payment factor it is added to in formula 5, 9, or 12, if that payment factor is less than 1.0; or, b) 1.0, if the payment factor it is added to in formula 5, 9 or 12 is equal to or greater than 1.0. Note 6: For SMA, although sampling and testing for air voids are required, for the purposes of

payment factor calculation, air voids for SMA will be treated as a mix attribute where sampling/testing has been waived by the Owner. However, the Owner shall be given all QC test results for air voids as well as all other attributes specified elsewhere in the Contract.

For SMA, if a sublot is considered rejectable for air voids and the Contract Administrator allows the Contractor to leave the sublot unrepaired, then the lot which contains that sublot will only be allowed to receive a maximum payment factor of 1.000. However, when the Contractor repairs a sublot due to rejectable air voids, then only the tonnage within that sublot will not be allowed to receive a payment factor greater than 1.000. When the Contract Administrator decides that the unrepaired area of an original lot which has been partially repaired will not be resampled, the payment factor for the unrepaired area will be 1.00. II. Repairing and Re-evaluating No payment will be made for the quantity of hot mix that is removed and replaced or overlaid when: a) in lieu of a payment reduction, the Contractor repairs the lot; or b) the Contract Administrator has determined that a rejectable lot requires repair. The Contractor will be charged for all additional testing resulting from a repair to a lot at the rates established by the Owner for the year in which the testing was carried out. Sub-section 313.10.01.01 is amended by the deletion of 313.10.01.01.06 and its replacement with the following:


313.10.01.01.06 Option to Use Reclaimed Asphalt Pavement in Hot Mix Asphalt Payment at the contract price shall include all labour, equipment and materials to do the work required by the Contractor's optional use of reclaimed asphalt pavement as provided for in the specification for Superpave mixes and under clause 313.07.01.14, Option to Use Reclaimed Asphalt Pavement in Hot Mix Asphalt, as all costs, including those costs associated with supplying all materials including any blending materials, shall be deemed to be included in the contract price for the appropriate tender item. Paragraph “c” of clause 313.10.01.01.06 of OPSS 313 is amended by the deletion of the word "penetration" from the first sentence. 313.10.01.01.07 Re-testing of Recovered Penetration Clause 313.10.01.01.07 of OPSS 313 is deleted. Table E - Mix Check Requirements

Mix and Aggregate Property

Requirements (See Note 1)

Gradation of component aggregates

For information only

Aggregate densities For information only Bulk Relative Density and Maximum Relative Density of Mix

For information only

Air voids at Ndesign +/- 0.7 % from submitted design VMA +/-1.0 % from submitted design and not more

than 0.3% below design minimum VFA Within specified mix design range %Gmm at Ninitial Not more than design maximum (See Note 2) %Gmm at Nmax Not more than design maximum Dust Proportion Within specified mix design range Tensile Strength Ratio Not less than design minimum

Note 1: Design requirements specified elsewhere in the Contract Note 2: For mix check on plant produced mix, this shall not exceed the design requirement by more than

0.5%.


Table F - Maximum Field Adjustments for JMF Properties

JMF PROPERTY MAXIMUM FIELD ADJUSTMENT

Asphalt cement content (all mixes except SMA) ± 0.2 % Asphalt cement Content – SMA only ± 0.4 % Percent RAP - 5.0 % Percent passing 26.5 mm, 25.0 mm, 19.0 mm, and 16.0 mm sieves ± 5.0 % Percent passing 13.2 mm, 12.5 mm and 9.5 mm sieves ± 4.0 % Percent passing 4.75 mm, 2.36 mm and 1.18 mm sieves ± 3.0 % Percent passing 600, 300 and 150 µm sieves No limits Percent passing 75 µm sieve (all mixes except SMA) ± 1.0 % Percent passing 75 µm sieve – SMA only ± 2.0 %

Table G - Sample Size and Frequency

Material Minimum Mass of Field Samples (kg)

Frequency of Sampling

Mixes designed using the Marshall method

10 Every sublot

SMA, Superpave 9.5, 12.5, 12.5 FC1, 12.5 FC2, and 19.0

20 or 30 (See Note 3) Every sublot

Superpave 25.0 and 37.5

25 or 35 (See Note 3) Every sublot

SMA mixes for draindown testing

3 Once per lot

Note 3: The larger sample size shall be applicable when samples are designated for testing to the maximum number of gyrations. The frequency of the larger samples shall be two per lot, as designated by the Contract Administrator. For ease of handling, especially when the larger sample size is required, splitting of material at the paving site is permitted such that a sample is contained in a maximum of two receptacles. However, once delivered to testing laboratories, combining of the material from the two receptacles to obtain test portions is not mandatory.


Table H - Referee Testing Categories Referee Testing For Conditions for Referee testing, based on QC and QA testing AC content and gradation with or without air voids, with or without compaction

May be carried out on any mix. If air voids referee testing is not to be included, its PF shall be at least 1.00 and mean VMA shall not be less than design minimum.

Air Voids only, with or without compaction

May only be carried out on Marshall mixes and provided that the PF for AC, the 4.75 mm, 600 µm and 75 µm sieves are each at least 1.000 and mean VMA is not less than design minimum.

Air Voids and VMA only, with or without compaction

May only be carried out on Superpave mixes and provided that the PF for AC, the 4.75 mm, 600 µm and 75 µm sieves are each at least 1.000.

Compaction Only None Table I - Breakdown of the Tender Item Quantity Into Lots

NUMBER OF TONNES IN ITEM NUMBER OF LOTS < 5000 1 5000 to 10000 2 10000 to 12000 2 or 3 (See Note 4) > 12000 3 +

Note 4: As determined by the Contract Administrator in consultation with the Contractor. Table J - Specification Limits from Job Mix Formula

TEST LL (%) UL (%)

Asphalt Cement Content JMF - 0.4 JMF + 0.50 Designated Large Sieve JMF - 5.0 JMF + 5.0 4.75 mm Sieve JMF - 5.0 JMF + 5.0 600 µm Sieve JMF - 3.5 JMF + 3.5 75 µm Sieve JMF - 2.0 JMF + 2.0

where: JMF = Job Mix Formula Table K - Specification Limits for Air Voids

Mix Type Mix Design Criteria (%) LL (%) UL (%) All Mixes with the exception of Dense Friction Course

Marshall Mixes: 4.0 ± 0.5 Superpave Mixes: 4.0

2.5 5.5

Dense Friction Course 3.5 ± 0.3 2.2 4.8


Table L - Tolerance Limits for Pavement Compaction

Mix Type LL (%) UL (%) All Mixes except Dense Friction Course, Heavy Duty Binder Course, Superpave 19.0, 25.0, 37.5, 12.5FC 2 and Stone Mastic Asphalt

91.5 97

Heavy Duty Binder Course, Superpave 19.0, 25.0, 37.5 90.5 97 Dense Friction Course, Superpave 12.5FC 2

91.5 (See Note 5)

98

Stone Mastic Asphalt 93.0 98

Note 5: Dense Friction Course (DFC) and Superpave 12.5FC 2 compaction shall be analysed using a lower

limit (LL) of 90.5%. If the PWL for DFC or Superpave 12.5FC 2 compaction using a LL of 90.5% is greater than 95, the compaction PWL shall also be calculated using a LL of 91.5%, and the payment factor shall be determined for each LL using Table C1. The highest calculated payment factor shall be used.

Table M - Dense Friction Course and Superpave 12.5FC 2 Pay Factors For PWL > 95%.

PWL LL = 90.5% LL = 91.5%

100 1.015 1.030 99 1.012 1.024 98 1.009 1.018 97 1.006 1.012 96 1.003 1.006

Table N - Adjustments to a Payment Factor Less Than 1.0 For Non-Rejectable Superpave Mix

Tender Opening Date (Year)

Total Payment Adjustment For a Non-Rejectable Superpave Mix Lot

2004 Lot quantity x price x [0.8(total payment factor-1)] 2005 Lot quantity x price x [total payment factor-1]

Table O - Adjustments to a Payment Factor Less Than 1.0 For Non-Rejectable SMA Mix

Tender Opening Date (Year)

Total Payment Adjustment For a Non-Rejectable SMA Lot

2004 Lot quantity x price x [0.4(total payment factor-1)] 2005 Lot quantity x price x [0.6(total payment factor-1)] 2006 Lot quantity x price x [0.8(total payment factor-1)] 2007 Lot quantity x price x [total payment factor-1]


Table P - Payment Adjustment Factors based on PWL PWL Designated

Large Sieve 4.75 mm Sieve

600 µm Sieve

75 µm Sieve

AC Content

% Air

All Mixes except HDBC, DFC,

Superpave and SMA

Voids HDBC, DFC,

Superpave and SMA

[see Note 7 for

SMA]

Compaction [See Note 5 beneath Table L]

100 1.0025 1.0025 1.0025 1.0025 1.010 1.020 1.020 1.030

99 1.002 1.002 1.002 1.002 1.008 1.016 1.013 1.024

98 1.0015 1.0015 1.0015 1.0015 1.006 1.012 1.007 1.018

97 1.001 1.001 1.001 1.001 1.004 1.008 1.000 1.012

96 1.0005 1.0005 1.0005 1.0005 1.002 1.004 1.000 1.006

95 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

94 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

93 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

92 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

91 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

90 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

89 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.991

88 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.983

87 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.974

86 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.965

85 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.956

84 0.997 0.997 0.997 0.997 0.992 1.000 1.000 0.948

83 0.994 0.994 0.994 0.994 0.984 1.000 1.000 0.939

82 0.992 0.992 0.992 0.992 0.976 1.000 1.000 0.930

81 0.989 0.989 0.989 0.989 0.968 1.000 1.000 0.921

80 0.986 0.986 0.986 0.986 0.960 1.000 1.000 0.913

79 0.983 0.983 0.983 0.983 0.952 0.984 0.999 0.904

78 0.980 0.980 0.980 0.980 0.944 0.968 0.998 0.895


PWL Designated Large Sieve

4.75 mm Sieve

600 µm Sieve

75 µm Sieve

AC Content

% Air


Superpave and SMA

Voids HDBC, DFC,

Superpave and SMA

[see Note 7 for

SMA]


77 0.977 0.977 0.977 0.977 0.936 0.952 0.995 0.886

76 0.974 0.974 0.974 0.974 0.928 0.936 0.991 0.878

75 0.972 0.972 0.972 0.972 0.920 0.920 0.986 0.869

74 0.969 0.969 0.969 0.969 0.912 0.904 0.980 0.860

73 0.966 0.966 0.966 0.966 0.904 0.888 0.973 0.851

72 0.963 0.963 0.963 0.963 0.896 0.872 0.964 0.843

71 0.960 0.960 0.960 0.960 0.888 0.856 0.955 0.834

70 0.957 0.957 0.957 0.957 0.880 0.840 0.944 0.825

69 0.954 0.954 0.954 0.954 0.872 0.823 0.933 0.816

68 0.951 0.951 0.951 0.951 0.864 0.806 0.920 0.808

67 0.949 0.949 0.949 0.949 0.856 0.789 0.906 0.799

66 0.946 0.946 0.946 0.946 0.848 0.772 0.891 0.790

65 0.943 0.943 0.943 0.943 0.840 0.755 0.875 0.781

64 0.940 0.940 0.940 0.940 0.832 0.738 0.858 0.773

63 0.937 0.937 0.937 0.937 0.824 0.721 0.839 0.764

62 0.934 0.934 0.934 0.934 0.816 0.704 0.820 0.755

61 0.931 0.931 0.931 0.931 0.808 0.687 0.799 0.746

60 0.929 0.929 0.929 0.929 0.800 0.670 0.778 0.738

59 0.926 0.926 0.926 0.926 0.790 0.653 0.755 0.729

58 0.923 0.923 0.923 0.923 0.780 0.636 0.731 0.720

57 0.920 0.920 0.920 0.920 0.770 0.619 0.706 0.711

56 0.917 0.917 0.917 0.917 0.760 0.602 0.680 0.703

55 0.914 0.914 0.914 0.914 0.750 0.585 0.653 0.694

54 0.911 0.911 0.911 0.911 0.740 0.568 0.624 0.685



4.75 mm Sieve

600 µm Sieve

75 µm Sieve

AC Content

% Air


Superpave and SMA

Voids HDBC, DFC,

Superpave and SMA

[see Note 7 for

SMA]


53 0.909 0.909 0.909 0.909 0.730 0.551 0.595 0.676

52 0.906 0.906 0.906 0.906 0.720 0.534 0.564 0.668

51 0.903 0.903 0.903 0.903 0.710 0.517 0.533 0.659

50 0.900 0.900 0.900 0.900 0.700 0.500 0.500 0.650

49 0.882 0.882 0.882 0.882 0.686 0.490 0.490 0.637

48 0.864 0.864 0.864 0.864 0.672 0.480 0.480 0.624

47 0.846 0.846 0.846 0.846 0.658 0.470 0.470 0.611

46 0.828 0.828 0.828 0.828 0.644 0.460 0.460 0.598

45 0.810 0.810 0.810 0.810 0.630 0.450 0.450 0.585

44 0.792 0.792 0.792 0.792 0.616 0.440 0.440 0.572

43 0.774 0.774 0.774 0.774 0.602 0.430 0.430 0.559

42 0.756 0.756 0.756 0.756 0.588 0.420 0.420 0.546

41 0.738 0.738 0.738 0.738 0.574 0.410 0.410 0.533

40 0.720 0.720 0.720 0.720 0.560 0.400 0.400 0.520

39 0.702 0.702 0.702 0.702 0.546 0.390 0.390 0.507

38 0.684 0.684 0.684 0.684 0.532 0.380 0.380 0.494

37 0.666 0.666 0.666 0.666 0.518 0.370 0.370 0.481

36 0.648 0.648 0.648 0.648 0.504 0.360 0.360 0.468

35 0.630 0.630 0.630 0.630 0.490 0.350 0.350 0.455

34 0.612 0.612 0.612 0.612 0.476 0.340 0.340 0.442

33 0.594 0.594 0.594 0.594 0.462 0.330 0.330 0.429

32 0.576 0.576 0.576 0.576 0.448 0.320 0.320 0.416

31 0.558 0.558 0.558 0.558 0.434 0.310 0.310 0.403

30 0.540 0.540 0.540 0.540 0.420 0.300 0.300 0.390



4.75 mm Sieve

600 µm Sieve

75 µm Sieve

AC Content

% Air


Superpave and SMA

Voids HDBC, DFC,

Superpave and SMA

[see Note 7 for

SMA]


29 0.522 0.522 0.522 0.522 0.406 0.290 0.290 0.377

28 0.504 0.504 0.504 0.504 0.392 0.280 0.280 0.364

27 0.486 0.486 0.486 0.486 0.378 0.270 0.270 0.351

26 0.468 0.468 0.468 0.468 0.364 0.260 0.260 0.338

25 0.450 0.450 0.450 0.450 0.350 0.250 0.250 0.325

24 0.432 0.432 0.432 0.432 0.336 0.240 0.240 0.312

23 0.414 0.414 0.414 0.414 0.322 0.230 0.230 0.299

22 0.396 0.396 0.396 0.396 0.308 0.220 0.220 0.286

21 0.378 0.378 0.378 0.378 0.294 0.210 0.210 0.273

20 0.360 0.360 0.360 0.360 0.280 0.200 0.200 0.260

19 0.342 0.342 0.342 0.342 0.266 0.190 0.190 0.247

18 0.324 0.324 0.324 0.324 0.252 0.180 0.180 0.234

17 0.306 0.306 0.306 0.306 0.238 0.170 0.170 0.221

16 0.288 0.288 0.288 0.288 0.224 0.160 0.160 0.208

15 0.270 0.270 0.270 0.270 0.210 0.150 0.150 0.195

14 0.252 0.252 0.252 0.252 0.196 0.140 0.140 0.182

13 0.234 0.234 0.234 0.234 0.182 0.130 0.130 0.169

12 0.216 0.216 0.216 0.216 0.168 0.120 0.120 0.156

11 0.198 0.198 0.198 0.198 0.154 0.110 0.110 0.143

10 0.180 0.180 0.180 0.180 0.140 0.100 0.100 0.130

9 0.162 0.162 0.162 0.162 0.126 0.090 0.090 0.117

8 0.144 0.144 0.144 0.144 0.112 0.080 0.080 0.104

7 0.126 0.126 0.126 0.126 0.098 0.070 0.070 0.091

6 0.108 0.108 0.108 0.108 0.084 0.060 0.060 0.078



4.75 mm Sieve

600 µm Sieve

75 µm Sieve

AC Content

% Air


Superpave and SMA

Voids HDBC, DFC,

Superpave and SMA

[see Note 7 for

SMA]


5 0.090 0.090 0.090 0.090 0.070 0.050 0.050 0.065

4 0.072 0.072 0.072 0.072 0.056 0.040 0.040 0.052

3 0.054 0.054 0.054 0.054 0.042 0.030 0.030 0.039

2 0.036 0.036 0.036 0.036 0.028 0.020 0.020 0.026

1 0.018 0.018 0.018 0.018 0.014 0.010 0.010 0.013

0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Note 7: For SMA, the payment factor for air voids as determined by this table will not be used in the combined payment factor.
