206 SECTION 430
430.01 Description
This work consists of constructing bituminous pavement. Sample and test as outlined in the Field Sampling and Testing Manual.
430.02 Equipment
Equipment Section Self-Propelled Pneumatic -Tired Roller 151.01 C Smooth -Faced Steel -Wheel Roller: Tandem – Type A 151.03 A.2 Smooth -Faced Steel -Wheel Roller: Tandem – Type B 151.03 A.3 Vibratory Roller 151.03 B Combination Roller 151.04 Bituminous Trucks 152.01 D Bituminous Tank Trucks 152.01 E Bituminous Equipment 154 When air temperatures fall below 50˚ F at any place along the haul route of the mix, deploy the tarps installed on the bituminous trucks.
430.03 Materials
Item Section Bituminous Material s 818
A.Asphalt Cement. The Engineer will accept asphalt cement as outlined in the Combined State Binder Group agreement for North Dakota. The Contractor shall obtain samples of this material under the observation of the Engineer. The Engineer will take immediate possession of the samples.
B.Aggregate. Develop a mix design that contains an aggregate gradation that conforms to the requirements in Table 430 -01. Provide aggregate that meets the requirements in Table 430 -02. Table 430 -02 Test Designation Test Name Criteria ND T 176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test 40% minimum ND D 4791 Test Method for Flat Particles, Elongated Particles, or Flat Elongated Particles in Coarse Aggregate 10% maximum AASHTO T 96 Standard Method of Test for Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine 40% maximum ND T 113 Lightweight Pieces in Virgin Aggregate 5.0% maximum
C.Superpave Mix Properties. Provide mix that meets the requirements of Table 430-03. Base the fine aggregate angularity (FAA) on the designation of the bid item. Table 430 -01 Aggregate Gradation for Mix Design Sieve Size 1/2 Inch Nominal Maximum Aggregate Size1 Percent Passing Min. Max. 5∕8 Inch 100 100 ½ Inch 90 100 #4 40 70 #30 15 35 #200 2.0 7.0 1 Nominal maximum aggregate size is defined as 1 sieve size larger than the first sieve to retain more than 10 percent. 208 Table 430 -03 Superpave Mix Properties Property FAA 40 FAA 41 FAA 42 FAA 43 FAA 44 FAA 45 Fractured Particles in Coarse Aggregate (minimum) 75% 75% 75% 75% 85% 85% Fine Aggregate Angularity (minimum) 40% 41% 42% 43% 44% 45% Gyratory Effort, # of Gyrations Nini = 7, N des = 75, N max = 115 Voids filled with Bitumen 65-78% 65-78% 65-78% 65-78% 65-75% 65-75% %G mm @ N ini (maximum) 90.5% 90.5% 89% 89% 89% 89% The superpave mix properties shown in Table 430-03 will be determined according to the methods shown in Table 430-04. Table 430 -04 Methods for Determining Superpave Mix Properties Fractured Particles in Coarse Aggregate NDDOT 4 Fine Aggregate Angularity ND T 304 Gyratory Effort, # of Gyrations AASHTO R 35 Voids filled with Bitumen AASHTO M 323, ND T 166 %G mm @ N ini AASHTO M 323, ND T 166
D.Preparation of Aggregates. When using a drum -dryer mixer, prepare aggregate so that the moisture content of the bituminous mixture is less than 1 percent. Screen aggregates used in a cold-feed control into two or more fractions consisting of at least 1 fine and 1 coarse aggregate stockpile. Feed aggregate from the stockpile into separate compartments for accurate proportioning into the mixer.
E.Recycled Asphalt Pavement (RAP). When a mix contains RAP, obtain the recycled material from the project or from a source specified for the project by the Department. The Engineer will approve recycled material from a differ ent source only if that source is another Department project. RAP may be incorporated into mix used for mainline pavement at a rate between 10 and 25 percent of the mix, by weight. RAP may be incorporated into mix used for shoulder pavement at a rate between 10 and 35 percent of the mix, by weight. Provide recycle material with a maximum particle size of 1.5 inch. Introduce recycled material so that it does not come into direct contact with the burner flame. Add binder to the combined virgin aggregate and recycled material. If using a mix with RAP and a mix without RAP, submit mix designs for both mixes. When obtaining material from the roadway to determine the RAP mix design, the Engineer will designate the location used to obtain material.
430.04 Construction Requirements
A.Contractor Quality Control (QC).
1.Quality Control Personnel. Provide the following personnel: - Certified Aggregate Field Lab Tester to be on the project during aggregate production; - Certified Aggregate Field Lab and Asphalt Mix Tester to be on the project during asphalt mix production; - Certified Asphalt Pavement Inspector to be on the project during paving operations; and - Certified Asphalt Mix Controller to be on the project during paving operations. Ensure that all personnel performing tests on materials used in the paving operation are certified as outlined in the Department’s Technical Certification Program (TCP). The requirements of the TCP can be found on the Department’s website, www.dot.nd.gov .
2.Quality Control Plan. Before beginning work, submit a copy of the QC plan to the Engineer. Provide and maintain copies of the plan at the Quality Assurance (QA) and QC laboratories. Provide the following minimum information in the plan:
a.The names and phone numbers of the individuals responsible for the QC program.
b.A listing of the personnel responsible for the QC testing and their Technician ID and qualifications.
c.An organizational chart indicating lines of authority, including names and phone numbers.
d.Details of the QC plan addressing the following items: − Pit operations and methods used to control uniformity, limiting segregation, and efficiently utilizing the aggregate resources of the pit; − Plant operations listing proposed equipment and method of operations; − Site plan drawing of plant; − Testing frequency for both aggregate production and mix production; and − Discussion of how the QC program responds to the need for corrective action. An example quality control plan is available on the Department’s website. 210 B. Engineer’s Quality Assurance Plan. The Engineer will provide a quality assurance plan to the Contractor at the time the Contractor submits the quality control plan specified in Section 430.04 A.2, “Quality Control Plan.” The quality assurance plan will contain: − The names and phone numbers of the individuals responsible for the QA program. − A listing of the personnel responsible for the QA testing and their Technician ID and qualifications. − An organizational chart indicating lines of authority, including names and phone numbers.
C.Pit Operations and Stockpiling of Aggregate.
1.General. Perform the tests required in Section 430.02 A.2, “Contractor Testing” in the Field Sampling and Testing Manual. Provide copies of test results for each stockpile of aggregate by noon the day following the tests. Before the start of bituminous mix production, stockpile sufficient aggregate at the plant to produce the lesser of: − 25,000 tons of bituminous mixture; or − 50 percent of the required quantity of bituminous mixture. During bituminous mix production, maintain sufficient aggregate in the stockpiles to produce the lesser of: − 5,000 tons of bituminous mixture; or − 25 percent of the required quantity of bituminous mixture to finish production.
2.Determination of Specific Gravity. If the specific gravity values determined by the Contractor and Engineer as required by Section 430.02, “Quality Control Testing” of the Field Sampling and Testing Manual correlate within 0.040, proceed with developing a mix design using the Contractor’s averaged specific gravity values. If the specific gravity values determined by the Contractor and Engineer as required by Section 430.02, “Quality Control Testing” of the Field Sampling and Testing Manual do not correlate within 0.040, choose one of the following options: − Perform the tests together with the Engineer at an agreed upon location; or − Resolve the testing differences according to the dispute resolution procedures in Section 430.04, “Dispute Resolution” of the Field Sampling and Testing Manual . Once resolved, proceed with the development of a mix design using the determined number for the tests performed with the Engineer or the number determined by the dispute resolution procedure. 211 D. Mix Design.
1.General. Develop the mix design using the Department’s mix design program. The Department mix design program is available at www.dot.nd.gov . Do not begin production of hot bituminous pavement before the Department approves the mix design. If the project will contain both recycled and non-recycled pavements, submit one mix design containing recycled material and one without recycyled material. Submit the mix design a minimum of 10 calendar days before beginning paving operations. The Engineer will review the mix design. If the Engineer does not approve the mix design, revise the mix design and submit the revised mix design. Allow 10 calendar days for the Engineer to review a revised mix design before beginning paving operations. When making the blend determinations for the mix design, use the average of the production samples value for each sieve from each stockpile. Base the mix design on the criteria specified in Table 430-05 and develop the mix design according to the standards outlined in Table 430 -06. TABLE 430 -05 Hot Mix Asphalt Testing Criteria Procedure/Property/Test Criteria Reference Voids in Mineral Aggregate 14.0 Minimum for ½ Inch Nominal Maximum Aggregate AASHTO M 323 ND T 166 % G mm @ N max 98.0 Maximum AASHTO M 323 ND T 166 Dust/Effective Asphalt Ratio 0.6 - 1.3 (top Lift) 0.6 - 1.4 (Bottom Lifts) AASHTO M 323 ND T 166 Desired Moisture Sensitivity, Min. % Strength Retention 1,2 70 @ 7.0 ± 1% Air Voids AASHTO T 283 AASHTO R 30 Asphalt Film Thickness 1 (Microns) 7.5 - 13 Determined by Department’s mix design program. 1 Desired value, the Department will make a final determination based on the mix design. 2 Only required when specified on the plans. TABLE 430 -06 AASHTO SUPERPAVE MIX DESIGN STANDARDS Designation Title ND T 312 Preparing and Determining the Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor AASHTO R 35 Practice for Superpave Volumetric Design for Hot Mix Asphalt AASHTO R 30 Mix Conditioning of Hot Mix Asphalt (HMA) AASHTO M 323 Specification for Superpave Volumetric Mix Design ND T 166 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface -Dry Specimens Submit a revised mix design if: − utilizing aggregate from sources not initially submitted; − processing the aggregate using a different crusher; or − using a different type or grade of bitumen. Allow 10 calender days for the Department to review the revised mix design before incorporating the material into the work . If the source of bitumen changes from the approved mix design, immediately notify the Engineer of the change and provide the relevant information related to the new source. The Engineer may request a new mix design. If the Engineer requests a new mix design, submit the necessary materi als and allow 10 days for the Department to review the revised mix design before incorporating the material into the work.
2.Items to be Submitted. Submit the following items with each mix design:
a.An aggregate sample representing each stockpile used for the mix design. The total weight of material shall be approximately 150 lbs.
b.Eight one-quart cans of PG asphalt. The PG asphalt shall be the same grade specified on the plans and from the supplier that will be used on the project. When multiple grades of PG asphalt are specified, one grade may be supplied, but it must be the same grade used to develop the mix design.
c.Approximately 30 lbs of loose asphaltic concrete mix prepared at the optimum asphalt content recommended by the mix design.
d.The Contractor shall submit a mix design that contains the following elements:
1.The percentage of aggregate passing each of the specified sieves.
2.The percent asphalt cement to be added to the mixture.
3.The target air voids will be 3 .0%.
4.The maximum specific gravity of the mixture obtained in the laboratory.
5.The bulk specific gravity of the mixture obtained in the laboratory.
6.The percent VMA of the mixture obtained in the laboratory.
7.Calculated film thickness (microns).
8.Calculated dust/asphalt ratio.
9.%Gmm @ N ini.
10.%Gmm @ N max.
e.If the mix contains RAP, submit a 50 pound sample of the milled material.
E.QC Testing.
1.General. During production of the bituminous mix, perform sampling and testing on the aggregate and bituminous mix as the mix is being produced and placed on the roadway. 213 Perform the tests specified in Section 430.02, “Quality Control Testing” of the Field Sampli ng and Testing Manual at the designated frequencies. During aggregate production, test results must be made available by noon the day following the test. During mix production, furnish copies of test results upon completion of the test. If the QC test res ults for ND T 176 or ND T 113 indicate uniform results, the Engineer may issue a written notice reducing the frequency of these tests.
2.Determination of Asphalt Content. Under the observation of the Engineer, determine the asphalt content each time a gradation test is taken. Base the asphalt content on readings from the totalizers for the aggregate and the asphalt as outlined in SFN 18674, “Asphalt Content & Virgin Aggregate Determination” .
3.Sample Splitting. The Engineer will take possession of one half of the split QC sample and will perform testing on a portion of the material, as necessary. The portion of the sample submitted to the Engineer will be retained for 24 hours after the QA test representing the lot of material has been performed. Either the Engineer or Contractor may request to have the remaining portion of the sample tested within the 24 hour timeframe. If a request is made, the Engineer will test the remaining portion of the QC sample and the Engineer’s results will be used as the basis for acceptance of the aggregate.
4.Documentation. Maintain complete records of all process quality control tests. Record all test results and calculations and document results on Department provided forms. The required forms are available on the Department’s website www.dot.nd.gov . The proper forms for individual tests are listed in the Field Sampling and Testing Manual. Maintain control charts at the QC laboratory. Record test results on the control charts immediately upon completion of the test. Record the following parameters on the control charts: − Gradation of the control sieves (1/2 Inch, #4, #30, and #200), (ND T 27 and ND T 11); − Asphalt Content; − Theoretical Maximum Specific Gravity, (ND T 209); − Bulk Specific Gravity, (ND T 166); − Percent Air Voids of field Gyratory samples; − Daily average Air Voids percentage of the cores; − Average Daily Density; − Fines/Asphalt Ratio; − Asphalt Film Thickness (microns); and − Fine Aggregate Angularity. Control charts must display: − Single test control limits for each test parameter; − Individual test results; − Moving average control limits; and 214 − Moving average of the last four tests. Color code the moving average results and control limits, and the single tests and control limits. Make the control charts available at the QC laboratory and accessible for review by the Engineer during the paving operations. Submit complete control charts upon completion of the paving operations.
5.Control Limits. The field test results may vary from the mix design target values as shown in Table 430- 07. The Engineer will allow 2.0 percent of the material to be retained on the 5/8 inch sieve providing all material passes the 3/4 inch sieve. 215 TABLE 430 -07 ALLOWABLE WORKING RANGES Test/Assessment Single Test Target Value Control Limit Moving Average Target Value Control Limit Asphalt Content (based on totalizer reading) ±0.30 ±0.24 ND T 11 and ND T 27 and Sieve Analysis of Fine and Coarse Aggregates (Control Sieves) 1/2" ±6 ±5 #4 sieve ±6 ±5 #30 Sieve ±5 ±4 #200 Sieve1 ±2.0 ±1.5 SFN 50289 Percent Air Voids 1.5% to 5.0% 2.0% to 4.5% ND T 113 Lightweight Pieces in Aggregate Not more than the maximum specified NDDOT 4 Percentage of Fracture Particles in Coarse Aggregate Not less than the minimum specified ND T 304 Fine Aggregate Angularity Not less than the minimum specified ND D 4791 Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate Not more than the maxi mum specified ND T 176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test Not less than the minimum specified 1 Not to exceed the maximum specified in Table 430 -01.
a.Single Test Target Values. If an individual test falls outside the single test target value control limits, take immediate corrective action. After implementation of the corrective action, collect a sample and conduct the test that fell outside the control limits. If the test following the corrective action falls outside of the control limits discontinue paving operations until the cause is found and corrected. Resume paving operations only after obtaining approval from the Engineer. The test following the corrective action is used to determine the effec tiveness of the corrective action. It is not used for acceptance of material and will not be factored into the moving average. If, in an individual gradation test a single control sieve falls outside the single test target value control limits, continued production is allowed only if the air voids are within the control limits and the material passing the #200 sieve does not exceed the maximum specified in Table 430-01. Discontinue paving operations if 2 consecutive tests exceed the single test target val ue control limit for any of the following: − ND T 113, Lightweight Pieces in Aggregate; 216 − ND T 304, Fine Aggregate Angularity; − NDDOT 4, Percentage of Fracture Particles in Coarse Aggregate; or − ND T 176, Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test. Resume paving operations only after taking corrective action and obtaining approval from the Engineer.
b.Moving Average Target Values. The moving average for each test is determined using the 4 most recent test results. If the moving average for a test trends toward the moving average target value control limits, take corrective action. After implementation of the corrective action collect a sample and conduct the test that is trending towards the moving average control limits. The test following the corrective action is used to determine the effectiveness of the corrective action. It is not used for acceptance of material and will not be factored into the moving average. Document the corrective action. If the m oving average for a test exceeds the moving average target value control limits, continued production is allowed only if the air voids are within the control limits and the material passing the #200 sieve does not exceed the maximum specified in Table 430- 01. If the air voids are outside the control limits or the material passing the #200 sieve exceeds the maximum specified in Table 430-01, perform one of the following actions: − Implement corrective measures to produce mix that is based on the mix design; or − Request that new target values be set if the test results indicate that adjustments to the target values are necessary. Implement the adjusted target values only after receiving the Engineer’s written approval. If the moving average for air voi ds exceeds the moving average control limit, discontinue paving operations and implement corrective measures. The Engineer may allow continued paving if satisfied with the corrective measures. Resume quality control testing when the plant has started and operations are equalized.
F.Surface Preparation. Remove deleterious material from the surface. Correct local irregularities in the existing surface before placing the first lift of bituminous material. If milling is specified, correct local irregularities after milling. Apply a tack coat to the surface before correcting the irregularities. Use the s ame type of mix that is required for the subsequent lift. Use self- propelled pneumatic -tired rollers to roll and compact the mix. The mix required for correcting local irregularities will be deducted from the total mix used for the project, meaning that the subsequent lift of pavement will be thinner than originally planned. Apply a tack coat to the surface and to the exposed edges of longitudinal and transverse joints before placing bituminous pavement. Apply a double application of tack coat to longitudinal 217 joints and a minimum of one inch on either side of the joint. Apply a tack coat on a previously placed layer or surface of pavement before placing the next lift.
G.Patching. Remove existing broken or unstable surface material and replace that material with the same mixture specified for the next course. Place the bituminous material in lifts not to exceed 3 inches and compact the material. Allow the patch material to cool to 130°F before placing additional material. If patching is required during the paving operation, allow the patch material to cool to 185°F before placing additional material.
H.Spreading and Finishing.
1.General. Do not place bituminous mixture on a damp pavement surface, on a frozen roadbed, or when weather conditions prevent the proper handling and finishing of the bituminous mixtures. Use bituminous pavers to spread and finish mixtures to the required section leaving the mixture uniformly dense, smooth, and free from irregularities. In locations where it is impractical to use normal laydown equipment the Engineer will allow other methods. The surface thickness shown on the plans is for estimating purposes only. Place pavement to use the estimated tonnage uniformly throughout the roadway. Supply mi x that is uniform and homogeneous. The Engineer will reject loads of mix or sections of pavement containing uncoated batches of aggregate or segregated materials. Remove and replace material that is visibly segregated. If a paver placed the material, remo ve the segregated material to the full width of the paver. If the material was placed by hand, remove the full area of segregated material, plus an additional 6 inches around the entire segregated area. Place material in lifts between 1.5 and 3.0 inches of compacted bituminous material. Leveling courses may be placed with thickness less than 1.5 inches. Place bituminous mixture so a single lane is not more than one day’s run in advance of any adjacent lane. Leveling courses are excluded from this requirement. Do not place bituminous pavement on bridge decks.
2.Air and Surface Temperature Requirements. Place a subsequent lift after the previous lift has cooled to 130°F. Place bituminous mix without supplementary admixture when the temperatures are at or above the requirements in Table 430-08. Include a supplementary admixture such as Evotherm, AD -here LOF 65-00 EU, or an approved equal in the bituminous mixture when placing bituminous mix when temperatures are within the ranges shown in Table 430-09. Do not place bituminous mix when temperatures are below those shown in Table 430-09. Table 430 -08 Standard Paving Temperatures Compacted Thickness Air Temp for Surface Course Air Temp for Subsurface Course and Approaches Existing Mat 1-1/2 inches or less 45°F 40°F 40°F More than 1 -1/2” inches 40°F 35°F 40°F If placing bituminous mix according to Table 430 -09, submit the supplementary admixture manufacturer’s dosage rate and any changes to the mix design. The supplementary admixture may be added to the asphalt binder by the supplier or refiner, or by the Contractor at the asphalt plant. Add the admixture to the binder according to the supplementary admixture manufacturer’s recommendations. If the admixture is added at the plant, equip the plant with a metering device that records the rate of admixture. Tie the metering device into the same system that measures the other components of the mix. Table 430 -09 Paving Temperatures Using Supplementary Admixtures Compacted Thickness Air Temp for Surface Course Air Temp for Subsurface Course and Approaches Existing Mat 1-1/2 inches or less 40°F - 45°F 35°F - 40°F 35°F - 40°F More than 1 -1/2 inches 35°F - 40°F 35°F or above 35°F - 40°F Measure the existing mat temperature using one of the following methods: − Using an infrared sensing thermometer; or − Insert a conventional thermometer into a 1 inch deep hole in the pavement. Fill the hole with water, oil, or grease.
3.Mix Temperature Requirements. Discharge mix from the mixer with a temperature no higher than the bituminous material manufacturer’s recommendation. If there are no recommendations on maximum mix temperature, discharge mix with a maximum temperature of 300°F. When the ambient temperature is 60°F or higher, place mix with a minimum laydown temperature of 230°F. When the temperature is below 60°F, place mix with a minimum laydown temperature of 250°F.
I.Compaction.
1.General. Remove all surface irregularities before beginning compaction. Sequence rolling operations and select the type and the number of rollers to match production and to attain the required density before the mat temperatures fall below 185°F. 219 In areas not ac cessible to rollers, compact the pavement mat with hand or mechanical tampers.
2.Calculated Density.
a.General. Use calculated density on mainline pavement, interstate crossroads, ramps, turn lanes, rest area approaches, and parking lots.
b.Coring.
1.General. Obtain pavement cores at locations designated by the Engineer under the observation of the Engineer. Use a machine that cuts a cylindrical core sample without disturbing the density of the sample. Complete coring on or before the working day following the placement of the lift. Obtain a core with a smooth outer surface, no distortion of the cylindrical shape, and no displacement of the aggregate particles. Obtain a core that is 4 to 6 inches in diameter and the full depth of the in place aspha lt. Fill core holes before placing the subsequent lift of pavement. If there is no subsequent lift of pavement, fill the core hole within 24 hours of obtaining the core. Remove free standing water before filling core holes. Fill core holes in 2 inch lift s using material from the same mix design used on the roadway. Compact each lift using a hand tamper.
2.Pavement Density Cores. Use a masonry saw to cut the core so that only the layer to be tested is removed. Label each core, using a system approved by the Engineer, to identify the location from which the core was obtained.
3.Pavement Thickness Determination Cores. Obtain pavement thickness determination cores after the final lift of pavement has been placed. Label the cores. The Engineer will take possession of these cores immediately upon extraction. Do not cut these cores.
3.Ordinary Compaction.
a.General. Use ordinary compaction on shoulders, driveways, section line approaches, bike paths, leveling courses, and patches. Ordinary co mpaction consists of breakdown rolling, intermediate rolling, and finish rolling. Compact the bituminous material until the surface is tightly bound and shows no displacement under operation of the roller. For patching, immediately after spreading perform initial rolling with pneumatic -tired rollers or combination rollers. 220 b. Breakdown Rolling. Pass a roller over the placement area one or more times. Use a roller from the following list: − Self-Propelled Pneumatic -Tired Roller; − Smooth-Faced Steel -Wheel Roller: Tandem – Type A; − Vibratory Roller; or − Combination Rollers.
c.Intermediate Rolling. Perform intermediate rolling following breakdown rolling using a self-propelled pneumatic -tired roller or a combination roller until the surface is tightly bound and shows no displacement under the roller. If roller tires pick up the bituminous material or there are excessive roller marks in the mat, the Engineer may allow the removal of the intermediate rolling operation if it appears to the Engineer that compaction is being achieved.
d.Finish Rolling. Perform finish rolling with a tandem Type B smooth-faced steel -wheel roller or a vibratory roller in the static mode. Continue finish rolling until roller marks are eliminated.
J.Joints.
1.General. Place pavement against the surface of curbing, gutters, manholes, and similar structures uniformly near the contact surfaces so the pavement is slightly higher than the edge of the structure after compaction. Do not construct a joint on top of a joint from a previous lift or in a wheel path.
2.Longitudinal Joints. Construct longitudinal joints on successive lifts between 6 and 12 inches from the previous longitudinal joint. Place and follow markings to guide the paver. Construct joints in a uniform line. Correct pavement edges that deviate from the uniform line and correct areas of the joint that vary from the intended location of the joint by more than 2 inches. Construct joints with tight seams and no visible segr egation.
3.Transverse Joints. Construct transverse joints on successive lifts a minimum of 12 feet from the previous transverse joint.
K.Tolerances. Correct surface irregularities that exceed 3/16 inch measured with a 16 foot straightedge. 221 L. Pavement Sloughs. Compact pavement sloughs with rollers capable of providing a smooth finished compacted slough that is free of tire marks and unevenness and drop-offs. The Engineer will not require density tests.
M.Acceptance.
1.General. The Engineer will accept bituminous mix based on the criteria in this section. The Engineer will include material used in shoulder placement when calculating the total quantity of material affected by the Aggregate and Asphalt Content pay factors. The Engineer will exclude materials used in shoulder placement when calculating the Field Density and will not designate core locations within shoulder areas.
2.Aggregate. The Engineer will accept aggregate used in the mix based on QC tests that are verified by QA testing, and the control limits specified in Section 430.04 E.5, “Control Limits”. If the results for two consecutive aggregate gradati on tests in a single day fall outside the single test target value control limits, the Engineer will apply a contract price adjustment as specified in Section 430.06 C, “Contract Price Adjustments”.
3.Asphalt Content. The Engineer will base the acceptance of the asphalt content of bituminous mix on the totalizer readings obtained as specified in Section 430.04 E, “QC Testing” and SFN 9988, “Mix Bitumen Cut-Off Report” and will apply a contract price adjustment as specified in If the average asphalt content, as determined by the Engineer according to SFN 9988, “Mix Bitumen Cut-off Report” deviates from the target value by 0.40 percentage points or more, the Engineer may reject the material. If the material is accepted, the Engineer will apply a contract price adjustment as specified in Section 430.06 C, “Contract Price Adjustments”.
4.Field Density. This section will apply when the pavement is constructed as specified in Section 430.04
I.2, “Calculated Density”. The Engineer will base acceptance of the density of hot mix asphalt on the average density of the pavement compared to the daily average maximum theoretical density. The comparison will be made using SFN 59132, “Density Pay Factor”. The Engineer will determine the density of pavement based on lots. A lot is equal to the amount of material, in tons, placed each production day. A sublot is defined as a single lift, one paver width wide, and 1,000 feet long. If a partial sublot is less than 500 feet, it will be included in the previous sublot. A partial sublot 500 feet or greater will be considered a separate sublot. 222 The individual sublot densities will be averaged to determine the density of the pavement lot. If the average density of the pavement compared to the daily average maximum theoretic al density is above the values in Table 430-10, the Engineer will apply the adjustment factors specified in Section 430.06 C, “Contract Price Adjustments”. If the average density of the pavement compared to the daily average maximum theoretical density is at or below the values specified in Table 430-10, remove and replace the pavement. Table 430 -10 Superpave FAA 40, 41, 42, and 43 Superpave FAA 44 and 45 88.0% 89.0% 1 1 When the lift of pavement is placed on aggregate base, reclaimed material, or cold in place recycle material this number is reduced to 88.0%
430.05 Method of Measurement
The Engineer will measure, completed and in place, as specified in Section 109.01, “Measurement of Quantities” and the following:
A.Bituminous Pavement. The Engineer will pay for the tonnage of bituminous mix used in the accepted pavement and will make no deduction for the weight of asphalt cement used in the mixture.
B.Asphalt Cement. The Engineer will determine the quantity of asphalt cement used each day by completing SFN 9988, “Mix Bitumen Cutoff Report” .
C.Cored Sample. The Engineer will measure each individual cored sample that is removed in the required condition.
D.Tack. Tack will be measured as specified in Section 401.05, “Method of Measurement” .
430.06 Basis of Payment
A.General. Pay Item Pay Unit __Asphalt Cement Ton or Gallon Superpave, FAA __ Ton RAP Superpave, FAA __ Ton Patching Ton Cored Sample Each Such payment is full compensation for furnishing all materials, equipment, labor, and incidentals to complete the work as specified.
B.Tack. Tack will be paid for as specified in Section 401.06, “Basis of Payment” .
C.Contract Price Adjustments.
1.General The Engineer will calculate the Combined Adjustment Factor by multiplying the individual adjustment factors for: − Aggregate gradation; − Asphalt content; and − Compaction. 1.0 will be subtracted from the Combined Adjustment Factor to determine the Contract Price Adjustment. The contract price adjustment will be determined by multiplying the Contr act Price Adjustment Factor by the total tons of hot mix asphalt placed during a single day and the contract unit price for “Superpave, FAA __”.
2.Aggregate Gradation Adjustment Factor. The aggregate gradation adjustment factor will only be applied if tw o consecutive aggregate gradation tests in a single day contain a sieve that is outside the Single Test Target Value Control limits specified in Table 430-07. If different sieves fall outside the limits on consecutive tests, the adjustment factor will be applied. If more than one sieve exceeds the Single Test Value Control Limits, the Engineer will use the largest uniformity deviation (U) when determining the adjustment factor. When the aggregate gradation factor is applied, the Engineer will calculate the adjustment factor using the largest deviation (U) to calculate the adjustment factor. 𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴 𝐹𝐹𝐹𝐹𝐹𝐹𝐴𝐴𝐹𝐹𝐹𝐹=100−𝑈𝑈
3.Asphalt Content Adjustment Factor. For each day’s production, the Engineer will apply the lowest adjustment factor determined from the average or uniformity methods.
a.Average. The Engineer will determine average asphalt content using SFN 9988, “Mix Bitumen Cut-off Report” and apply the appropriate adjustment factor specified in Table 430-11. If the average asphalt content deviates from the mix design by 0.40 percentage points or more, the Engineer will determine the adjustment factor in accordance with Section 105.07, “Conformance with the Contract Requirements” , or may reject the material. 224 Table 430 -11 Average Asphalt Content Deviation from Target (percentage points) Adjustment Factor 0.00-0.24 1.00 0.25-0.29 0.98 0.30-0.34 0.95 0.35-0.39 0.92 ≥ 0.40 Section 105.07
b.Uniformity. The Engineer will determine the average asphalt cement content based on the totalizer readings specified in Section 430.04 E, “QC Testing” and SFN 18674, “Asphalt Content & Virgin Aggregate Determination Report” . If the asphalt content from any random reading varies from the daily average of the readings by more than 0.24 percentage points, the Engineer will calculate the adjustment factor according to SFN 18552 “Daily Report – Hot Bituminous Pavement – Quality Control” . 𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴𝐴 𝐹𝐹𝐹𝐹𝐹𝐹𝐴𝐴𝐹𝐹𝐹𝐹=100−[20(𝐷𝐷𝐴𝐴𝐷𝐷𝐷𝐷𝐹𝐹𝐴𝐴𝐷𝐷𝐹𝐹𝐴𝐴−0.24)]
4.Compaction Adjustment Factor. The adjustment factor for compaction wil l not be used for areas constructed according to The Engineer will apply the appropriate adjustment factor specified in Table 430-12 or Table 430-13. Table 430-12 Adjustment Factors for FAA 40, 41, 42 and 43 Adjustment Factor Avg. Pavement Density 1.03 ≥92.6% 1.02 92.1% – 92.5% 1.00 91.0% - 92.0% 0.98 90.0% - 90.9% 0.95 89.5% - 89.9% 0.91 89.0% - 89.4% 0.85 88.5% - 88.9% 0.70 88.0% - 88.4% Table 430 -13 Adjustment Factors for FAA 44 and 45 Adjustment Factor Avg. Pavement Density1 1.05 ≥93.6% 1.03 93.1% - 93.5% 1.00 92.0% - 93.0% 0.98 91.0% - 91.9% 0.95 90.5% - 90.9% 0.91 90.0% - 90.4% 0.85 89.5% - 89.9% 0.70 89.0% - 89.4% 1 The Engineer will apply the adjustment factors from Table 430-12 for lifts of pavement placed on aggregate base, reclaimed material, or cold in place recycle material.
D.Bitumen Testing Price Adjustment. The Engineer will apply Bitumen Testing Price Adjustment to each individual sublot of material. If more than one test parameter in a sublot results in a pay factor of less than 1.00, the Engineer will apply the pay factor that results in the largest monetary deduction to that sublot. The pay factor determined by the Engineer will be applied to the “PG _____ Asphalt Cement” contract item. The pay factor will be multiplied by the unit cost of the item and the quantity of oil represented by the sample. Table 430 -14 Requirements on Original Binder Specification Test Result Pay Factor (Percent) Dynamic Shear AASHTO T 315 G*/sin δ Min. 1.00 kPa ≥ 1.00 1.00 0.97 – 0.99 0.95 0.94 – 0.96 0.90 0.91 – 0.93 0.85 < 0.91 0.70 Table 430 -15 Requirements on Rolling Thin Film Oven (RTFO) Residue Specification Test Result Pay Factor (Percent) Specification Test Result Pay Factor (Percent) Standard Traffic “S” AASHTO T 350 J nr@3.2 Max. 4.5 kPa-1 ≤ 4.5 1.00 4.6 0.95 4.7 0.90 4.8 0.85 > 4.8 0.70 226 Table 430 -15 Requirements on Rolling Thin Film Oven (RTFO) Residue Specification Test Result Pay Factor (Percent) Specification Test Result Pay Factor (Percent) Heavy Traffic “H” AASHTO T 350 Jnr@3.2 Max. 2.0 kPa-1 ≤ 2.0 1.00 Heavy Traffic “H” AASHTO R 92 Percent Recovery @ 3.2 kPa Min. 30% > 30 1.00 2.1 0.95 29 0.95 2.2 0.90 28 0.90 2.3 0.85 27 0.85 > 2.3 0.70 < 27 0.70 Very Heavy Traffic “V” AASHTO T 350 J nr@3.2 Max. 1.0 kPa-1 ≤ 1.0 1.00 Very Heavy Traffic “V” AASHTO R 92 Percent Recovery @ 3.2 kPa Min. 55% > 55 1.00 1.1 0.95 54 0.95 1.2 0.90 53 0.90 1.3 0.85 52 0.85 > 1.3 0.70 < 52 0.70 Extreme Traffic “E” AASHTO T 350 Jnr@3.2 Max. 0.5 kPa-1 ≤ 0.5 1.00 Extreme Traffic “E” AASHTO R 92 Percent Recovery @ 3.2 kPa Min. 75% > 75 1.00 0.6 0.95 74 0.95 0.7 0.90 73 0.90 0.8 0.85 72 0.85 > 0.8 0.70 < 72 0.70 Table 430 -16 Requirements for Pressure Aging Vessel (PAV) Residue Specification Test Result Pay Factor (Percent) Standard Traffic “S” AASHTO T 315 DSR, G*(sin δ) Max. 5000 kPa ≤ 5000 1.00 5001 - 5200 0.95 5201 - 5400 0.90 5401 - 5600 0.85 > 5600 0.70 Traffic “H”, “V”, “E” AASHTO T 315 DSR, G*(sin δ) Max. 6000 kPa ≤ 6000 1.00 6001 - 6050 0.95 6051 - 6100 0.90 6101 - 6150 0.85 > 6150 0.70 Creep Stiffness AASHTO T 313 Max. 300 mPa ≤ 300 1.00 301 - 310 0.95 311 - 320 0.90 321 - 330 0.85 > 330 0.70 m-value AASHTO T 313 Min. 0.300 ≥ 0.300 1.00 0.295 – 0.299 0.95 0.290 – 0.294 0.90 0.285 – 0.289 0.85 < 0.285 0.70 Section 550 227 SECTION 550 CONCRETE PAVEMENT
550.01 Description
This work consists of constructing concrete pavement.
550.02 Equipment
Item Section Concrete Equipment 155 Air Compressor 156.01 Fogger 156.02
550.03 Materials
Item Section Portland Cement Concrete 802 Grouts and Epoxy 806 Epoxy for Spall Repairs 806.02 Hot Applied Joint Sealant Type IV 826.02 A.2 Preformed Elastomeric Compression Joint Seal 826.02 E Reinforcing Steel, Dowel Bars, and Tie Bars 836 Dowel Bars for Pavement Joints 836.04 Provide aggregate that meets the requirements of Section 802.01 C.4, “Well Graded Aggregate” . Develop a mix design with a maximum water -cement ratio of 0.40 when placing concr ete with a slip form paving machine. Use the water -cement ratio shown in Section 802.01 B.2, “Concrete Class Designation” for all other paving methods.
550.04 Construction Requirements
A.General. Stockpile sufficient aggregate material to produce a minimum of 25 percent of the remaining quantity of concrete. Do not mix, place, or finish concrete without adequate natural or artificial lighting. Do not stockpile or mix material on the pavement. Pad equipment used to handle epoxy coated bars where the equipment is in contact with the bars. Lift bundles of bars with multiple supports or a platform bridge to prevent abrasion in the bundle. Transport bundles without dropping or dragging. Do not expos e bars to ultraviolet rays for 60 or more calendar days after fabrication, including the time the bars are placed before concrete placement. If covering the bars, provide ventilation to prevent condensation. The Engineer will reject bars if damage to the epoxy coating exceeds 2 percent of the surface area of the coated reinforcing bar in any 1 foot length. Repair remaining bars as recommended
Source: North Dakota Standard Specifications for Road and Bridge Construction, 2022 Edition. Pages 241–261 of 550.