02741Asphalt Mix

ASPHALT MIX

PART 1 GENERAL

1.1SECTION INCLUDES

comprised of aggregate, asphalt binder, hydrated lime, and other additives.

into Asphalt Mix.

1.2RELATED SECTIONS

1.3REFERENCES

Aggregates by Washing

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Aggregate by Abrasion and Impact in the Los Angeles Machine

Magnesium Sulfate

the Sand Equivalent Test

Mixtures

Asphalt Mixtures

Drying

Aggregate

1.4DEFINITIONS

This includes joints created by echelon paving and new asphalt placed against a milled asphalt edge.

target on a maximum of two sieves with the following limitations.

8 or any coarser sieve is limited to 3 percent passing per sieve.

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16 or No. 50 sieves is 2 percent passing per sieve.

200 sieve is 0.5 percent passing.

section.

joint of final riding surface, as proposed by the contractor and approved by the Engineer

that have been removed from pavements for recycling.

inches.

longitudinal variations in the roadway. Depth varies from the maximum aggregate size to the depth needed to correct variations.

the roadway. Depth varies from the maximum aggregate size to the depth needed to correct variations.

1.5SUBMITTALS

Materials Manual of Instruction Section 960.

design

minor target change into production.

of any other change.

target changes and mix design volumetric requirements.

Contractor testing data.

Instruction 960 for a volumetric mix design verification for anything other than approved minor target changes. Asphalt Mix – 3 of 20

paragraph C2 and Article 3.4, paragraph A4b.

information.

1.6ACCEPTANCE

Minimum Sampling and Testing Requirements.

samples, except when only three samples can be taken.

sampling not more than 15 minutes before sampling.

testing as required.

days after the pavement is placed and according to UDOT Materials Manual of Instruction, Section 984.

and longitudinal joint density cores.

cold mix and compact in thin lifts within 24 hours and before returning to traffic.

possession of the cores immediately, and begins testing the cores within 24 hours for density acceptance.

Theoretical Maximum Specific Gravity except for thin overlay pavements.

91.5 percent of the Theoretical Maximum Specific Gravity (Gmm).

maximum specific gravity for thin overlay pavements. 1) Do not take longitudinal joint cores for thin overlay pavements. Asphalt Mix – 4 of 20

requirement may be waived when matching up to existing pavement, curb and gutter for Pavement in or next to intersections.

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.

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.

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.

leveling courses. 1) Check final surfaces in staged construction.

placement and take corrective action as necessary.

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.

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/Disincentives as follows for each lot

In-place Mat Density and Longitudinal Joint Density according to Table 1.

computation using Tables 2, 3, and 4.

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sieves) and asphalt binder content for calculating the gradation/asphalt binder content incentive/disincentive.

and Longitudinal Joint Density.

does not pay incentives on joint density or gradation/asphalt binder content except for lane-leveling material.

incentive/disincentive per ton of Asphalt Mix placed adjacent to, and on the hot side of the longitudinal joint for each lift:

densities taken from all abutting joints if the Asphalt Mix mat has a longitudinal joint on more than one side.

to Section 02701.

percent as shown in Table 1.

less than 60 percent as shown in Table 1.

ton, whichever is greater, will be assessed.

to the Minimum Sampling and Testing Requirements.

visually.

tests necessary to determine that the material and workmanship meets the project requirements.

eligible for incentives.

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Table 1 Incentive/Disincentive for Asphalt Binder Content, and Mat Density PT Based on Min. Four Samples Incentive/Disincentive (Dollars/Ton) >99 2.00 96-99 1.50 92-95 1.00 88-91 0.00 84-87 -0.26 80-83 -0.60 76-79 -0.93 72-75 -1.27 68-71 -1.60 64-67 -1.93 60-63 -2.27 <60 Reject Incentive/Disincentive for Gradation PT Based on Min. Four Samples Incentive/Disincentive (Dollars/Ton) >99 2.00 96-99 1.50 92-95 1.00 88-91 0.00 84-87 -0.26 80-83 -0.60 76-79 -0.93 72-75 -1.27 68-71 -1.60 64-67 -1.93 60-63 -2.27 56-59 -5.00 52-55 -10.00 <52 Reject Incentive/Disincentive for Longitudinal Joint Density PT Based on Min Four Samples Incentive/Disincentive (Dollars/Ton) >99 2.00 96-99 1.50 92-95 1.00 88-91 0.00 84-87 -0.26 80-83 -0.60 76-79 -0.93 72-75 -1.27 68-71 -1.60 64-67 -1.93 60-63 -2.27 56-59 -2.60 52-55 -5.00 <52 Apply $5 penalty and Overband Longitudinal Joint if Final Surface Lift

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Table 2 Upper and Lower Limit Determination Parameter UL and LL ⅜ inch sieve for ½ inch Asphalt Mix Target Value ± 6.0% No. 4 sieve for ⅜ inch Asphalt Mix 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%

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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 n=3 n=4 n=5 n=6 n=7 n=8 n=10 n=12 n=15 n=20 PL 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 Asphalt Mix – 9 of 20

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 Determined by entering Table 3 with QU. UL (PU) Percentage of Lot Within Determined by entering Table 3 with QL. LL (PL) Total Percentage of Lot PT = (PU + PL) – 100 Within UL and LL (PT) Incentive/Disincentive Determined by entering Table 1 with PT or PL.

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1.7DISPUTE RESOLUTION

acceptance tests.

PART 2 PRODUCTS

2.1ASPHALT BINDER

509: Asphalt Binder.

2.2AGGREGATE

gravel, or slag.

27)

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Table 5 Aggregate Properties – Asphalt Mix 75 Design Less Than 75 Design Test Method Test No. Gyrations and Gyrations Greater One Fractured AASHTO T 335 95% minimum 90% minimum Face Two Fractured AASHTO T 335 90% minimum 90% minimum Faces Fine AASHTO T 304 45 minimum 45 minimum Aggregate Angularity Flakiness UDOT MOI 933 17% maximum 17% maximum Index (Based on ⅜ inch sieve and above) L.A. Wear AASHTO T 96 35% maximum 40% maximum Sand AASHTO T 176, 60 minimum 45 minimum Equivalent alternate method 2, pre-wet method (test the sample in the wet condition). Plasticity Index AASHTO T 89 and 0 0 T 90 Unit Weight AASHTO T 19 minimum minimum 75 lb/ ft3 75 lb/ft3 Soundness AASHTO T 104 16% maximum loss 16% maximum loss with five (sodium with five cycles cycles sulfate) Clay Lumps AASHTO T 112 2% maximum 2% maximum and Friable Particles Natural Fines N/A 0% 10% maximum

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

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2.3ADDITIVES / STABILIZERS

Meet the requirements of Section 02746.

2.4RECLAIMED ASPHALT PAVEMENT (RAP) (OPTIONAL)

XX-34.

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.

asphalt binder content is between 15 to 25 percent of the asphalt binder weight.

asphalt binder grade if the lower end is already a PG XX-34.

recovered asphalt binder is consistent throughout the stockpile.

RAP binder to 25 percent of the total binder.

Equivalent. Refer to AASHTO T 176.

2.5VOLUMETRIC MIX DESIGN

Manual of Instruction Section 960 and the following:

Materials Manual of Instruction Section 960.

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Table 7 Volumetric Design Gyrations Compaction Parameters Voids Filled with Ninitial /% of Ndesign /% of Nmax /% of Asphalt Gmm* Gmm* Gmm* (VFA) (%) 6 /≤ 91.5 50 / 96.5 75 /≤ 98 70 – 80 7 /≤ 90.5 75 / 96.5 115 /≤ 98 70 – 80 * Gmm: Theoretical maximum specific gravity of the mix. Refer to AASHTO T 209.

Table 8 Mix Design Requirements Asphalt Mix design mixing and compaction Provided by the approved mix design temperatures Dust Proportion Range 0.6 - 1.40 Voids in Mineral Aggregate (VMA) at Ndesign 14.0% - 15.0% for ½ inch AASHTO R 35.9.2 using Gsb Oven Dry. 15.0% - 16.0% for ⅜ inch Equation based on percent of total mix. Air voids at Ndesign 3.5 % Hamburg Wheel Tracker 75 Design Gyrations and Greater: UDOT MOI 990 < 10.0 mm at 20,000 Cycles

Less than 75 Design Gyrations: < 10.0 mm at 10,000 Cycles

2.6CONTRACTOR INITIATED CHANGES TO MIX DESIGN

current verified mix design per project, per mix design, without penalty to the Contractor.

change.

project, per mix design, at no cost to the Contractor.

field verification required including all laboratory or field volumetric mix design verifications required due to contractor initiated target changes.

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incorporating changes into production.

minor target change and mix design volumetric requirements.

testing data.

mix meets the requirements.

mix design properties other than gradation.

only the portions of the verification affected by the addition or modification of the additive/stabilizer need to be verified.

change to evaluate the performance of the mix with the target change.

2.7TACK COAT

PART 3 EXECUTION

3.1ASPHALT MIX

percent by weight.

aggregate.

certified supplier to cover the costs of inspection.

Management Plan 514.

percent of the particles retained on the No. 4 sieve.

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not properly coated.

the Volumetric Mix Design Verification Letter for mixing and compacting.

aggregate size.

3.2ASPHALT MIX PLANT

a daily basis.

discharge.

to the mix design.

grades when multiple products are used in mix production.

the tank at any time.

tanks.

multiple products are used in mix production.

3.3PRODUCTION CONTROL LIMITS

each lot are within the Action Limit.

discretion.

production lots within the Action Limit.

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for each lot are within the cease Production Limit.

production changes to be made along with Contractor volumetric data verifying the results.

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

evaluation at a location outside of the project limits.

production, contract time may be added for the necessary days missed to correct the cease production item(s). 1) Submit critical path information for evaluation. 2) Maximum ten (10) calendar days per project.

production lots.

Table 9 Production Control for VMA VMA (%) Air Voids (%) Action Range from Target Value (TV) Range from Target Value (TV) X = Average Value X = Average Value (Minimum of three Samples) (Minimum of three Samples) 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 X ≤ TV - 1.0 and X > TV - 1.5 Action Limit This Section, Article or or 3.3.B X ≥ TV + 1.3 and X ≤ TV + 1.5 X ≥ TV + 1.3 and X < TV + 1.8

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

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3.4LABORATORY CORRELATION

project quality control testing using Department-qualified lab.

and tests related to volumetric properties.

of Instruction, Appendix C.

days meet α = 0.05 for a two tailed distribution.

days.

days of the first five days cannot be met.

production continues indicating the changes in procedures that will be implemented to correct the deficiencies.

test results available within 24 hours of sampling.

3.5SURFACE PREPARATION

gutter, and other components affected by the paving operations.

from the prepared surface before placing the tack coat and mix.

pavement courses.

surface.

provide a stable structural platform before placing additional lifts of Asphalt Mix.

joints before applying a leveling course or pavement lift as required in Section 02748.

Mix. Refer to Section 02748.

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3.6SURFACE PLACEMENT

steady paver speed is maintained.

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

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.

application rate as the surface placement.

sloped edge.

and transverse joints.

centerline, the lane lines or at the center of the lane but never in a wheel path. Offset longitudinal joints 6 to 12 inches in succeeding courses.

specification if the lift is 2 or more inches thick.

and uniform longitudinal lines and neat vertical edges.

mix and compact in thin lifts.

(horizontal to vertical).

portion of the pass that contains the tapered end before placing fresh mix.

compacted mix.

for projects under 180 yd2, irregular areas, or for miscellaneous construction such as detours and sidewalks.

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portions of the roadway when lane-leveling to correct, rutting, minor variations and covering roadway crack seal material.

establish a best fit profile from high point to high point.

3.7COMPACTION

structures.

3.8LIMITATIONS

climatic conditions such as precipitation or when roadway surface is icy or wet.

the Engineer for all equipment and hand tools used to mix, haul, and place the Asphalt Mix.

temperature in the shade and the roadway surface temperature are above 50 degrees F.

outside these dates and temperature limits.

requirements.

END OF SECTION

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