02741 – 1 of 22
Part 1 — General
1.1 Section Includes
A.Flexible pavement consisting of one or more layers of an asphalt mixture comprised of aggregate, asphalt binder, hydrated lime, and other additives.
B.An option to incorporate Reclaimed Asphalt Pavement (RAP) materials into Asphalt Mix .
1.2 Related Sections
A.Section 01456: Materials Dispute Resolution
B.Section 02701: Pavement Smoothness
C.Section 02742S: Project Specific Surfacing Requirements
D.Section 02745: Asphalt Material
E.Section 02746: Hydrated Lime
F.Section 02748: Prime Coat/Tack Coat
1.3 References
A.AASHTO M 323: Superpave Volumetric Mix Design
B.AASHTO R 35: Superpave Volumetric Design for Asphalt Mixtures
C.AASHTO T 11: Materials Finer Than 75 μm (No. 200) Sieve in Mineral Aggregates by Washing
D.AASHTO T 19: Bulk Density (“Unit Weight”) and Voids in Aggregate
E.AASHTO T 27: Sieve Analysis of Fine and Coarse Aggregates
F.AASHTO T 89: Determining the Liquid Limit of Soils 02741 – 2 of 22
G.AASHTO T 90: Determining the Plastic Limit and Plasticity Index of Soils
H.AASHTO T 96: Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine
I.AASHTO T 104: Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate
J.AASHTO T 112: Clay Lumps and Friable Particles in Aggregate
K.AASHTO T 176: Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test
L.AASHTO T 195: Determining Degree of Particle Coating of Asphalt Mixtures
M.AASHTO T 209: Theoretical Maximum Specific Gravity and Density of Asphalt Mixtures
N.AASHTO T 255: Total Evaporable Moisture Content of Aggregate by Drying
O.AASHTO T 304: Uncompacted Void Content of Fine Aggregate
P.AASHTO T 335: Determining the Percentage of Fracture in Coarse Aggregate
Q.UDOT Materials Manual of Instruction
R.UDOT Minimum Sampling and Testing Requirements
S.UDOT Quality Management Plans
1.4 Definitions
A.Longitudinal Joint – Any new asphalt lift abutting an existing paving lift. This includes joints created by echelon paving and new asphalt placed against a milled asphalt edge.
B.Lot – The amount of Asphalt Mix placed in a single Production Day.
C.Minor Target Change – A change from the verified mix design gradation target on a maximum of two sieves with the following limitations.
1.The maximum change from the verified target gradation on the No. 8 or any coarser sieve is limited to 3 percent passing per sieve. 02741 – 3 of 22
2.The maximum change from the verified target gradation on the No. 16 or No. 50 sieves is 2 percent passing per sieve.
3.The maximum change from the verified target gradation on the No. 200 sieve is 0.5 percent passing.
4.No target change may violate the mix design requirements in this section.
D.Overband – an 8 inch protective asphalt coating sealing the longitudinal joint of final riding surface, as proposed by the contractor and approved by the Engineer
E.Production Day – A 24 hour period in which Asphalt Mix is being placed.
F.RAP – Recycled Asphalt Pavement. Crushed or milled asphalt materials that have been removed from pavements for recycling .
G.Thin Overlay Pavement – New Asphalt Mix design thickness less than 2 inches.
H.Lane-Leveling – Variable depth paving to correct minor rutting and longitudinal variations in the roadway . Depth varies from the maximum aggregate size to the depth needed to correct variations .
I.Profile leveling - Variable depth paving to correct minor profile v ariations in the roadway . Depth varies from the maximum aggregate size to the depth needed to correct variations.
1.5 Submittals
A.Mix design for verification and approval before paving according to UDOT Materials Manual of Instruction Section 960.
B.Changes in job mix design
1.Submit a written request for a ny proposed change in the job- mix design
a.Allow at least 12 hours for approval before incorporating a minor target change into production.
b.Allow at least six working days for verification and approval of any other change.
2.Include documentation supporting correlation between suggested target changes and mix design volumetric requirements.
a.Acceptable documentation may include Department or Contractor testing data.
3.Submit samples according to the UDOT Materials Manual of Instruction 960 for a volumetric mix design verification for anything other than approved minor target changes. 02741 – 4 of 22
C.Corrective action plan for approval according to this Section, Article 3.3, paragraph C2 and Article 3.4 , paragraph A4b.
D.Refer to this Section, Article 3.4 for laboratory correlation submittals for information.
E.Mat joint layout plan to the Engineer for review before placement.
1.6 Acceptance
A.Acceptance sampling and testing of material is according to UDOT Minimum Sampling and Testing Requirements.
B.Gradation and asphalt binder content
1.The Engineer evaluates a lot on the test results of four or more samples , except when only three samples can be taken.
2.Evaluate the lot using the number of tests “ n” in Table 3.
3.The Engineer informs the Contractor of the time and place of sampling not more than 15 minutes before sampling.
4.Increase sample sizes to accommodate validation or third- party testing as required.
C.Density and Thickness
1.Obtain cores from the mat and longitudinal joint within two calendar days after the pavement is placed and according to UDOT Materials Manual of Instruction, Section 984.
a.The Engineer marks coring location for i n-place mat density and longitudinal j oint density cores.
b.Fill core holes with Asphalt Mix , SMA or high-asphalt -content cold mix and compact in thin lifts within 24 hours and before returning to traffic .
c.The Department witnesses the coring operation, takes possession of the cores immediately, and begins testing the cores within 24 hours for density acceptance. 02741 – 5 of 22
2.Density Requirements
a.The target for in- place density for the mat is 93.5 percent of Theoretical Maximum Specific Gravity except for thin overlay pavements.
b.The target for in- place density for the longitudinal joint is
91.5 percent of the Theoretical Maximum Specific Gravity
(Gmm).
c.The target for in- place density is 92.5 percent of theoretical maximum specific gravity for thin overlay pavements. 1) Do not take longitudinal joint cores for thin overlay pavements.
3.Thickness is evaluated with mat density cores. The thickness requirement may be waived when matching up to existing pavement, curb and gutter for Pavement in or next to intersections.
a.The Department accepts a lot for thickness when: 1) The average thickness is not more than ½ inch greater or ¼ inch less than the total design thickness specified. 2) No individual sublot shows a deficient thickness of more than ⅜ inch.
b.Excess Thickness – The Engineer may allow excess thickness to remain in place or may order its removal. 1) The Department pays for 50 percent of the mix for material in excess of the +½ inch tolerance when excess thickness is allowed to remain in place.
c.Deficient Thickness – Place additional material where lots or sublots are deficient in thickness. 1) The Department pays for material necessary to reach specified thickness. 2) The Department pays for 50 percent of the mix for additional material over specified thickness necessary to achieve minimum lift thickness. 3) Minimum compacted lift is 3 times the nominal maximum aggregate size.
d.Thickness tolerances established above do not apply to leveling courses. 1) Check final surfaces in staged construction.
e.Check thickness regularly with a depth probe during placement and tak e corrective action as necessary. 02741 – 6 of 22
4.Longitudinal Joint
a.The edge of a new asphalt mat may be removed for the purpose of meeting longitudinal joint density requirements. 1) The material wasted is still included in the payment. 2) Up to 3 inches for a confined edge is allowed. 3) Up to 6 inches for an unconfined edge is allowed.
D.The Department applies one Incentive/Disincentive for the lowest dollar value for Gradation/Asphalt Content, one Incentive/Disincentive for In - Place Mat Density , and one Incentive/Disincentive for Longitudinal Joint Density. The Engineer computes Incentives/Disincentive s as follows for each lot
1.Compute incentive/disincentive for Gradation/Asphalt Binder and In-place Mat Density and Longitudinal Joint Density according to Table 1.
2.Base the incentive/disincentive on Percent within Limit (PT) computation using Tables 2, 3, and 4.
3.Use lowest single PT value combined for gradation (each of the sieves) and asphalt binder content for calculating the gradation/asphalt binder content incentive/disincentive.
4.Use Tables 2, 3, and 4 to determine PT for in- place Mat D ensity and Longitudinal Joint Density.
5.Meet PT of 88 or greater for in- place mat density or the D epartment does not pay incentives on joint density or gradation/asphalt binder content except for lane -leveling material.
6.The Department pays or assesses the longitudinal joint density incentive/disincentive per ton of Asphalt Mix placed adjacent to, and on the hot side of the longitudinal joint for each lift:
a.The incentive/disincentive will be calculated from the core densities taken from all abutting joints if the Asphalt Mix mat has a longitudinal joint on more than one side.
E.The Department applies incentive/disincentive for smoothness according to Section 02701. 1. Refer to Section 02701 for smoothness requirements.
F.The Department rejects lot s:
1.If the PT for any individual gradation measurement is less than 52 percent as shown in Table 1.
2.If the PT for asphalt binder content or mat density measurement is less than 60 percent as shown in Table 1. 02741 – 7 of 22
3.The Engineer may accept a reject or non- conforming lot. Refer to Section 01456.
a.A price reduction of 35 percent of the pay item or $20 per ton, whichever is greater, will be assessed .
b.The lot will not be eligible for any incentive.
G.The Engineer may elect to accept material on visual inspection according to the Minimum Sampling and Testing Requirements .
1.Incentive s/Disincentive s are not applied to material accepted visually .
2.The Engineer reserves the option of conducting any acceptance tests necessary to determine th at the material and workmanship meets the project requirements.
H.Meet production control requirements of Table 9.
1.Material placed within the C ease Production Limit in Table 9 is not eligible for incentives. 02741 – 8 of 22 Table 1 Incentive/Disincentive for Asphalt Binder Content, and Mat Density PT Based on Min. Four Samples Incentive/Disincentive (Dollars/Ton) >99 96-99 92-95 88-91 84-87 80-83 76-79 72-75 68-71 64-67 60-63 <60 2.00 1.50 1.00 0.00 -0.26 -0.60 -0.93 -1.27 -1.60 -1.93 -2.27 Reject Incentive/Disincentive for Gradation PT Based on Min. Four Samples Incentive/Disincentive (Dollars/Ton) >99 96-99 92-95 88-91 84-87 80-83 76-79 72-75 68-71 64-67 60-63 56-59 52-55 <52 2.00 1.50 1.00 0.00 -0.26 -0.60 -0.93 -1.27 -1.60 -1.93 -2.27 -5.00 -10.00 Reject Incentive/Disincentive for Longitudinal Joint Density PT Based on Min Four Samples Incentive/Disincentive (Dollars/Ton) >99 96-99 92-95 88-91 84-87 80-83 76-79 72-75 68-71 64-67 60-63 56-59 52-55 <52 2.00 1.50 1.00 0.00 -0.26 -0.60 -0.93 -1.27 -1.60 -1.93 -2.27 -2.60 -5.00 Apply $5 penalty and Overband Longitudinal Joint if Final Surface Lift 02741 – 9 of 22 Table 2 Upper and Lower Limit Determination Parameter UL and LL ⅜ inch sieve for ½ inch Asphalt Mix No. 4 sieve for ⅜ inch Asphalt Mix Target Value ± 6.0% No. 8 sieve Target Value ± 5.0% No.50 sieve Target Value ± 3.0% No. 200 sieve Target Value ± 2.0% Asphalt Binder Content Target Value ± 0.35% Mat Density Lower Limit Target Value - 2.0% Upper Limit Target Value + 4.0% Longitudinal Joint Density Lower Limit Target Value - 2.0% Upper Limit Target Value + 6.0% 02741 – 10 of 22 Table 3 Use the appropriate “number of tests” column and round down to the nearest value. Quality Index Values (QU or QL) for Estimating Percent Within Limits PU or PL n=3 n=4 n=5 n=6 n=7 n=8 n=10 n=12 n=15 n=20 100 1.16 1.50 1.75 1.91 2.06 2.15 2.29 2.35 2.47 2.56 99 1.16 1.47 1.68 1.79 1.89 1.95 2.04 2.09 2.14 2.19 98 1.15 1.44 1.61 1.70 1.77 1.80 1.86 1.89 1.93 1.97 97 1.15 1.41 1.55 1.62 1.67 1.69 1.74 1.77 1.80 1.82 96 1.15 1.38 1.49 1.55 1.59 1.61 1.64 1.66 1.69 1.70 95 1.14 1.35 1.45 1.49 1.52 1.54 1.56 1.57 1.59 1.61 94 1.13 1.32 1.40 1.44 1.46 1.47 1.49 1.50 1.51 1.53 93 1.12 1.29 1.36 1.38 1.40 1.41 1.43 1.43 1.44 1.46 92 1.11 1.26 1.31 1.33 1.35 1.36 1.37 1.37 1.38 1.39 91 1.10 1.23 1.27 1.29 1.30 1.31 1.32 1.32 1.32 1.33 90 1.09 1.20 1.23 1.24 1.25 1.25 1.26 1.26 1.27 1.27 89 1.08 1.17 1.20 1.21 1.21 1.21 1.21 1.21 1.22 1.22 88 1.07 1.14 1.16 1.17 1.17 1.17 1.17 1.17 1.17 1.17 87 1.06 1.11 1.12. 1.12 1.12 1.13 1.13 1.13 1.13 1.13 86 1.05 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 85 1.03 1.05 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.04 84 1.02 1.02 1.02 1.01 1.01 1.01 1.00 1.00 1.00 1.00 83 1.00 0.99 0.98 0.97 0.97 0.96 0.96 0.96 0.96 0.96 82 0.98 0.96 0.95 0.94 0.94 0.93 0.93 0.92 0.92 0.92 81 0.96 0.93 0.92 0.91 0.90 0.90 0.89 0.89 0.89 0.88 80 0.94 0.90 0.88 0.87 0.86 0.86 0.85 0.85 0.85 0.85 79 0.92 0.87 0.85 0.84 0.83 0.83 0.82 0.82 0.82 0.81 78 0.89 0.84 0.82 0.81 0.80 0.79 0.79 0.78 0.78 0.78 77 0.87 0.81 0.79 .0.78 0.77 0.76 0.76 0.75 0.75 0.75 76 0.84 0.78 0.76 0.75 0.74 0.73 0.72 0.72 0.72 0.72 75 0.82 0.75 0.73 0.72 0.71 0.70 0.69 0.69 0.69 0.68 74 0.79 0.72 0.70 0.68 0.67 0.67 0.66 0.66 0.66 0.65 73 0.77 0.69 0.67 0.65 0.64 0.64 0.62 0.62 0.62 0.62 72 0.74 0.66 0.64 0.62 0.61 0.61 0.60 0.59 0.59 0.59 71 0.71 0.63 0.60 0.59 0.58 0.58 0.57 0.56 0.56 0.56 70 0.68 0.60 0.58 0.56 0.55 0.55 0.54 0.54 0.54 0.53 69 0.65 0.57 0.55 0.54 0.53 0.52 0.51 0.51 0.51 0.50 68 0.62 0.54 0.52 0.51 0.50 0.50 0.48 0.48 0.48 0.48 67 0.59 0.51 0.49 0.48 0.47 0.47 0.46 0.45 0.45 0.45 66 0.56 0.48 0.46 0.45 0.44 0.44 0.43 0.42 0.42 0.42 65 0.53 0.45 0.43 0.42 0.41 0.41 0.40 0.40 0.40 0.39 64 0.49 0.42 0.40 0.39 0.38 0.38 0.37 0.37 0.37 0.37 63 0.46 0.39 0.37 0.36 0.35 0.35 0.35 0.34 0.34 0.34 62 0.43 0.36 0.34 0.33 0.33 0.33 0.32 0.31 0.31 0.31 61 0.39 0.33 0.31 0.30 0.30 0.30 0.29 0.29 0.29 0.28 60 0.36 0.30 0.28 0.27 0.26 0.26 0.25 0.25 0.25 0.25 59 0.32 0.27 0.25 0.25 0.24 0.24 0.24 0.23 0.23 0.23 02741 – 11 of 22 Table 3 Continued PU/PL n=3 n=4 n=5 n=6 n=7 n=8 n=10 n=12 n=15 n=20 58 0.29 0.24 0.23 0.22 0.21 0.21 0.21 0.21 0.21 0.20 57 0.25 0.21 0.20 0.19 0.19 0.19 0.18 0.18 0.18 0.18 56 0.22 0.18 0.17 0.16 0.16 0.16 0.16 0.16 0.15 0.15 55 0.18 0.15 0.14 0.14 0.13 0.13 0.13 0.13 0.13 0.13 54 0.14 0.12 0.11 0.11 0.11 0.11 0.10 0.10 0.10 0.10 53 0.11 0.09 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 52 0.07 0.06 0.06 0.05 0.05 0.05 0.05 0.05 0.05 0.05 51 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Table 4 Definitions, Abbreviations, and Formulas for Acceptance Term Explanation Target Value (TV) The target values for gradation and asphalt binder content are given in the Contractor’s volumetric mix design. See this Section, Article 1.6 for density target values. Average (AVE) The sum of the lot’s test results for a measured characteristic divided by the number of test results –the arithmetic mean. Standard Deviations (s) The square root of the value formed by summing the squared difference between the individual test results of a measured characteristic and AVE, divided by the number of test results minus one. Upper Limit (UL) The value above the TV of each measured characteristic that defines the upper limit of acceptable production. (Table 2) Lower Limit (LL) The value below the TV of each measured characteristic that defines the lower limit of acceptable production. (Table 2) Upper Quality Index (QU) QU = (UL - AVE)/s Lower Quality Index (QL) QL = (AVE - LL)/s Percentage of Lot Within UL (PU) Determined by entering Table 3 with QU. Percentage of Lot Within LL (PL) Determined by entering Table 3 with QL. Total Percentage of Lot Within UL and LL (PT) PT = (PU + PL) – 100 Incentive/Disincentive Determined by entering Table 1 with PT or PL. 02741 – 12 of 22
1.7 Dispute Resolution
A.Refer to Section 01456 w hen disputing the validity of the Department’s acceptance tests.
Part 2 — Products
2.1 Asphalt Binder
A.Project Specific Surfacing Requirements – Refer to Section 02742S.
B.Asphalt Material – Refer to Section 02745 and Quality Management Plan 509: Asphalt Binder .
2.2 Aggregate
A.Crusher produced v irgin aggregate material consisting of crushed stone, gravel, or slag.
B.Refer to Table 5 to determine the suitability of the aggregate.
1.Coarse aggregates
a.Retained on No. 4 sieve, AASHTO T 27
2.Fine aggregates
a.Clean, hard grained, and angular
b.Passing the No. 4 sieve, AASHTO T 27
C.Meet the gradation requirements in Table 6. (AASHTO T 11, AASHTO T 27) 02741 – 13 of 22 Table 5 Aggregate Properties – Asphalt Mix Test Method Test No. 75 Design Gyrations and Greater Less Than 75 Design Gyrations One Fractured Face AASHTO T 335 95% min imum 90% min imum Two Fractured Face s AASHTO T 335 90% min imum 90% min imum Fine Aggregate Angularity AASHTO T 304 45 min imum 45 min imum Flakiness Index UDOT MOI 933 (Based on ⅜ inch sieve and above) 17% maximum 17% max imum L.A. Wear AASHTO T 96 35% max imum 40% max imum Sand Equivalent AASHTO T 176, alternate method 2, pre-wet method (test the sample in the wet condition). 60 min imum 45 min imum Plasticity Index AASHTO T 89 and T 90 0 0 Unit Weight AASHTO T 19 minimum 75 lb/ ft3 minimum 75 lb/ ft3 Soundness (sodium sulfate) AASHTO T 104 16% max imum loss with five cycles 16% max imum loss with five cycles Clay Lumps and Friable Particles AASHTO T 112 2% max imum 2% max imum Natural Fines N/A 0% 10% max imum Table 6 Aggregate Gradations (Percent Passing by Dry Weight of Aggregate) Sieve Size ½ inch ⅜ inch Control Sieves ¾ inch 100.0 ½ inch 90.0 – 100.0 100.0 ⅜ inch < 90 90.0 - 100.0 No. 4 < 90 No. 8 28.0 - 58.0 32.0 - 67.0 No. 200 2.0 – 10.0 2.0 – 10.0 02741 – 14 of 22
2.3 Addi Tives / Stabilizers
A.Hydrated Lime: Meet the requirements of Section 02746.
B.Notify the engineer of all warm mix additives used on the project.
2.4 Reclaimed Asphalt Pavement (Rap) (Optional)
A.Do not adjust the asphalt binder grade if the lower end is already a PG XX-34.
B.Do not adjust the asphalt binder grade when RAP content is not more than 15 percent by total weight of the asphalt mix and RAP asphalt binder content is not more than 15 percent of the total asphalt binder content by weight.
C.Adjust asphalt binder grade according to AASHTO M 323 when RAP asphalt binder content is between 15 to 25 percent of th e asphalt binder weight.
1.Select one grade softer than the grade specified. Do not adjust the asphalt binder grade if the lower end is already a PG XX- 34.
2.Provide test reports indicating that the PG grade and quantity of the recovered asphalt binder is consistent throughout the stockpile.
3.Limit RAP to 25 percent of the total weight of the asphalt mix and RAP binder to 25 percent of the total binder.
D.RAP aggregate is required to meet Table 5 with exception of Sand Equivalent . Refer to AASHTO T 176. 02741 – 15 of 22
2.5 Volumetric Mix Design
A.Perform Superpave Volumetric Mix Design according to UDOT Materials Manual of Instruction Section 960 and the following:
1.Incorporate hydrated lime into all designs . Refer to Section 02746.
2.Comply with Table 7 and Table 8.
B.Obtain Department approval for the mix design. Refer to the UDOT Materials Manual of Instruction Section 960.
1.Submit for verification and approval.
2.Do not begin paving until verification is complete. Table 7 Volumetric Design Gyrations Compaction Parameters Voids Filled with Asphalt (VFA) (%) Ninitial /% of Gmm* Ndesign /% of Gmm* Nmax /% of Gmm* 6 /≤ 91.5 50 / 96.5 75 /≤ 98 70 – 80 7 /≤ 90.5 75 / 96.5 115 /≤ 98 70 – 80 * G mm: Theoretical maximum specific gravity of the mix. Refer to AASHTO T 209 . Table 8 Mix Design Requirements Asphalt Mix design mixing and compaction temperatures Provided by the approved mix design Dust Proportion Range 0.6 - 1.40 Voids in Mineral Aggregate (VMA) at N design AASHTO R 35.9.2 using G sb Oven Dry. Equation based on percent of total mix. 14.0% - 15.0% for ½ inch 15.0% - 16.0% for ⅜ inch Air voids at Ndesign 3.5 % Hamburg Wheel Tracker UDOT MOI 990 75 Design Gyrations and Greater: < 10.0 mm at 20,000 Cycles Less than 75 Design Gyrations: < 10.0 mm at 10,000 Cycl es 02741 – 16 of 22
2.6 Contractor Initiated Changes To Mix Design
A.The Department may allow up to two minor target changes to the most current verified mix design per project , per mix design, without penalty to the Contractor.
1.The Department charges $1,000 for each additional minor target change.
B.The Department performs up to two volumetric mix design verifications per project, per mix design, at no cost to the Contractor.
1.The Department charges $3,000 for each additional laboratory or field verification required including all laboratory or field volumetric mix design verifications required due to contractor initiated target changes.
C.Submit requests in writing to the Engineer at least 12 hours before incorporating changes into production.
1.Include documentation supporting correlation between suggested minor target change and mix design volumetric requirements.
2.Acceptable documentation may include Department or Contractor testing data .
3.The Region Materials Engineer approves the target change if the mix meets the requirements.
D.Do not make changes to production mix until the request is approved.
E.Submit a new laboratory volumetric mix design for any change made to mix design properties other than gradation.
1.When adding or modifying an additive/stabilizer to the mix design, only the portions of the verification affected by the addition or modification of the additive/stabilizer need to be verified.
F.The Engineer may require Hamburg Wheel -Track testing after a target change to evaluate the performance of the mix with the target change.
2.7 Tack Coat
A.Refer to Section 02748 . 02741 – 17 of 22
Part 3 — Execution
3.1 Asphalt Mix
A.Dry aggregate to an average moisture content of not more than 0.2 percent by weight.
1.May be verified by AASHTO T 255.
2.Adjust burners to avoid damage or soot contamination of the aggregate.
B.Treat aggregate with hydrated lime. Refer to Section 02746.
1.Method A or B
2.The Department applies a deduction for mix produced by a non-certified supplier to cover the costs of inspection.
a.The deduction is applied according to the UDOT Quality Management Plan 514.
C.Coat with asphalt binder 100 percent of the particles passing and 98 percent of the particles retained on the No. 4 sieve.
1.May be verified by AASHTO T 195.
2.Discontinue operation and make necessary corrections if material is not properly coated.
D.Maintain temperature of the Asphalt Mix between the limits identified on the Volumetric Mix Design Verification Letter for mixing and compacting.
1.The Department rejects materials heated over the identified limits.
2.Remove all material rejected by the Department for overheating.
E.Minimum compacted lift thickness is 3 times the nominal maximum aggregate size.
3.2 Asphalt Mix Plant
A.Provide the following:
1.Positive means to determine the moisture content of aggregate on a daily basis.
2.Positive means to sample all material components.
3.Sensors to measure the temperature of the Asphalt Mix at discharge.
4.The ability to maintain discharge temperature of the mix according to the mix design.
B.Asphalt Binder Storage Tanks
1.Provide a positive means for separating and identifying asphalt grades when multiple products are used in mix production. 02741 – 18 of 22
2.Provide positive means of determining the quantity of material in the tank at any time.
3.Provide a positive means of sampling the asphalt binder from the tanks.
a.The Engineer determines a common sampling point where multiple products are used in mix production.
3.3 Production Control Limits
A.Apply the production control requirements as outlined in Table 9.
B.Action Limit
1.Take appropriate action when air voids or VMA at N des averaged for each lot are within the Action Limit.
2.Continue paving the next scheduled work day at the Contractors discretion.
3.Enter into the Cease Production Limit after three (3) consecutive production lots within the Action Limit.
C.Cease Production Limit
1.Take appropriate action when air voids or VMA at N des averaged for each lot are within the cease Production Limit.
2.Submit a letter to the Engineer providing information on production changes to be made along with Contractor volumetric data verifying the results.
3.Suspend paving u ntil Contractor provides test results from a minimum of two samples meeting the gradation and asphalt content requirements in Table 2 and air void and VMA requirements for the proceed limit in Table 9
a.Produce and place m aterial for Cease Production evaluation at a location outside of the project limits.
b.Allow UDOT 24 hours to review the volumetric data.
c.After to two (2) occurrences p er project per year of cease d production, contract time may be added for the necessary days missed to correct the cease production item(s). 1) Submit critical path in formation for evaluation. 2) Maximum ten (10) calendar days per project.
4.The Engineer may require a new m ix design after two (2) cease- production lots. 02741 – 19 of 22 Table 9 Production Control for VMA VMA (%) Range from Target Value (TV) X = Average Value (Minimum of three Samples ) Air Voids (%) Range from Target Value (TV) X = Average Value (Minimum of three Samples ) Action X > TV - 1.3 and X < TV + 1.3 X > TV - 1.0 and X < TV + 1.3 Proceed Limit X ≤ TV - 1.3 and X ≥ TV - 1.5 or X ≥ TV + 1.3 and X ≤ TV + 1.5 X ≤ TV - 1.0 and X > TV - 1.5 or X ≥ TV + 1.3 and X < TV + 1.8 Action Limit This Section, Article 3.3.B X < TV - 1.5 or X > TV + 1.5 X ≤ TV - 1.5 or X ≥ TV + 1.8 Cease Production Limit This Section, Article 3.3.C
3.4 Laboratory Correlation
A.Perform split -sample, paired t-testing with the Department based on project quality control testing using Department -qualified lab.
1.Perform split -sample, paired t analysis on all mix acceptance tests and tests related to volumetric properties.
2.Perform paired t analysis as defined in the UDOT Materials Manual of Instruction, Appendix C.
3.Continue paired t -testing until at least two consecutive production days meet α = 0.05 for a two tailed distribution.
4.Resolve discrepancies in lab results within the first five production days.
a.Cease production if the requirements for two consecutive days of the first five days cannot be met.
b.Submit a corrective action plan to the Engineer before production continues indicating the changes in procedures that will be implemented to correct the deficiencies.
c.Both Contractor and Department labs must make paired t test results available within 24 hours of sampling. 02741 – 20 of 22
3.5 Surface Preparation
A.Locate, reference, and protect all utility covers, monuments, curb and gutter , and other components affected by the paving operations.
B.Remove all moisture, dirt, sand, leaves, and other objectionable material from the prepared surface before placing the tack coat and mix.
C.Complete spot leveling, lane- leveling or profile leveling before placing pavement courses.
1.Place, spread, and compact leveling mix on portions of the existing surface.
2.Fill and compact any localized potholes more than 1 inch deep.
3.Allow compacted mix to cool sufficiently to below 150 degrees F to provide a stable structural platform before placing additional lifts of Asphalt Mix.
D.Apply tack coat to all paved surfaces and longitudinal and transverse joints before applying a leveling course or pavement lift as required in Section 02748.
E.Allow sufficient cure time for prime coat/tack coat before placing Asphalt Mix. Refer to Section 02748.
3.6 Surface Placement
A.Adjust the production of the mixing plant and material delivery until a steady paver speed is maintained.
B.Do not allow construction vehicles, general traffic, or rollers to pass over the uncompacted end or edge of freshly placed mix until the mat temperature drops to a point where damage or differential compaction will not occur
C.Echelon paving is the preferred method for cons tructing a longitudinal joint. When full -width or Echelon paving is impractical and more than one pass is required, provide a compactable sloped edge adjacent to the next pass .
1.Coat edge with tack coat according to Section 02748 at the same application rate as the surface placement.
a.Angle nozzle to allow for prop er application on the vertical or sloped edge.
b.Provide a 6 inch overlap of tac k coat beyond the longitudinal and transverse joints . 02741 – 21 of 22
D.Construct the longitudinal joint to within 6 inches of the roadway centerline, the lane lines or at the center of the lane but never in a wheel path. Offset l ongitudinal joints 6 to 12 inches in succeeding courses.
1.Core and test all longitudinal joints for compaction according to the specification if the lift is 2 or more inches thick.
2.Verify all edges of the adjacent areas to through lanes have straight and uniform longitudinal lines and neat vertical edges.
3.Fill core holes with Asphalt Mix , SMA, or high- asphalt -content cold mix and compact in thin lifts .
E.Offset transverse construction joints at least 6 ft longitudinally.
F.Taper the end of a course subjected to traffic at approximately 50:1 (horizontal to vertical).
1.Make a transverse joint by saw or wheel cutting and remove the portion of the pass that contains the tapered end before placing fresh mix.
2.Tack the contact surfaces before fresh mix is placed against the compacted mix.
G.Use a motor grader, spreader box, or other approved spreading methods for projects under 180 yd 2, irregular areas, or for miscellaneous construction such as detours and sidewalks.
H.Use a laydown machine for all lane- leveling and profile leveling activitie s.
1.Place and drag the screed of the paving machine along the high portions of the roadway when lane- leveling to correct, rutting, minor variations and covering roadway crack seal material.
2.Use a string line or follow a given profile when profile leveling to establish a best fit profile from high point to high point .
3.7 Compaction
A.Use a small compactor or vibratory roller in addition to normal rolling at structures .
B.Operate in a transverse direction next to the back wall and approach slab. 02741 – 22 of 22
3.8 Limitations
A.Do not place Asphalt Mix on frozen base or subbase or during adverse climatic conditions such as precipitation or when roadway surface is icy or wet.
B.Use a release agent that does not dissolve asphalt and is satisfactory to the Engineer for all equipment and hand tools used to mix, haul, and place the Asphalt Mix .
C.Place Asphalt Mix from April 15 through October 15, and when the air temperature in the shade and the roadway surface temperature are above 50 degrees F.
1.The Department determines if it is feasible to place Asphalt Mix outside these dates and temperature limits .
2.Obtain authorization from the Engineer before paving outside these requirements.
Source: Utah Standard Specifications for Road and Bridge Construction, 2026 Edition. Pages 458–479 of 1,331.