AC—Dense-graded hot-mix asphalt-aggregate concrete using either conventional or modified asphalt cement. Mixtures designed in accordance with current guidelines are acceptable. Thickness restriction applies to the material in excess of that which is used to replace portions of the milled pavement structure. The thickness restriction does not apply to thin seal coats or open graded friction courses that may be required by agency policy.

PCC—Portland cement concrete pavement layers. PCC pavement layers must be jointed plain concrete pavement (JPCP), jointed reinforced concrete pavement (JRCP), or continuously reinforced concrete pavement (CRCP). JPCP layers must have either no load transfer devices or smooth dowel bars only. JRCP layers must contain smooth dowel bars for joint load transfer. Unbonded PCC layers must be greater than 127 mm (5 inches) thick (GPS–9 requirement).

CPR—Concrete pavement restoration. Allowable CPR techniques include partial depth patching, full-depth patching and joint replacement, load transfer restoration, full-surface diamond grinding, undersealing or subsealing, and retrofitted edge drains. The distinction between a classification as CPR and a classification as maintenance activity depends on the extent and nature of the applied treatments.

Debond Interlayer—An interlayer of material placed between the original PCC surface and PCC overlay to prevent bonding. Examples include stress-absorbing membrane interlayer (SAMI), asphalt-rubber seal coat, sand asphalt, and aggregate interlayer.

Milling—Cold milling of the AC structural layers. The milling depth must be less than half the total thickness of the existing AC structural layers.

Fracture—Fracture pretreatments to PCC pavements include crack and seat, break and seat, and rubblization.

Routine Maintenance Section. This test section should be rehabilitated using the applicable SPS–6 intensive restoration techniques and overlaid with a 102-mm- (4-inch-) thick AC overlay. It is desired that the materials used in the AC mixture be reasonably similar to those used in the original overlay mixtures for the other SPS–6 test sections at the site.

Minimum Restoration Sections. SPS–6 test sections 2, 3, and 4 should be rehabilitated using the applicable SPS–6 intensive restoration techniques for the PCC layer and overlaid with a 102-mm- (4-inch-) thick AC overlay. It is desired that the materials used in the AC mixture be reasonably similar to those used in the original overlay mixtures for the other SPS–6 test sections at the site. On section 2 (the minimum restoration section without overlay), the entire 305-m (1000-ft) length of the test section should be overlaid and established as the new test section. On sections 3 and 4, the existing AC overlay layer should be completely removed before applying restoration treatments and placing the new overlay.

Intensive Restoration Test Sections. SPS–6 test sections 5 and 6 should be rehabilitated by using applicable SPS–6 intensive restoration techniques on the PCC layer and overlaid with a 102-mm- (4-inch-) thick AC overlay. It is desired that the materials used in the AC mixture be reasonably similar to those used in the original overlay mixtures for the other SPS–6 test sections at the site. On section 5 (maximum restoration without overlay), the entire 305-m (1000-ft) length of the test section should be overlaid and established as the new test section. On section 6, the existing AC overlay layer should be completely removed before applying restoration treatments and placing the new overlay.

Crack/Break and Seat Sections. SPS–6 test sections 7 and 8 should be rehabilitated by using applicable SPS–5 intensive surface preparation techniques and a 51-mm- (2-inch-) thick AC overlay. The 51-mm (2-inch) overlay thickness is in addition to the amount of material used to replace any portion of the existing AC overlay layer that was milled.

Suffix A—Designates pavement structures that have been rehabilitated with a single AC overlay before the start of the LTPP program and monitoring. The overlay must consist of conventional hot-mix asphalt with no modifiers and no structural milling or modifications performed before overlay placement. (No new test sections will be accepted in this classification.)

Suffix B—Designates pavement structures receiving a first AC overlay using conventional HMAC with no modifiers and no structural milling or modifications. The condition of the pavement before overlay was monitored by the LTPP program.

Suffix C—Designates pavements receiving an overlay (any number) that uses modified asphalts (including hot-recycled, rubberized-wet process, and asphalt additives) in the HMAC without any structural milling or modification. The condition of the pavement prior to overlay was monitored by the LTPP program.

Suffix D—Designates a previously overlaid pavement that receives another AC overlay using conventional HMAC with no modifiers and no structural milling or modifications. The condition of the pavement prior to overlay was monitored by the LTPP program.

Suffix F—Designates an existing PCC pavement structure that has been subjected to a crack and seat or break and seat treatment in combination with placement of any type of HMAC overlay.

Suffix R—Designates an existing PCC pavement structure that has been rehabilitated by CPR treatments without application of an overlay.

Suffix S—Designates pavement structures in which the existing AC structural layer is modified by structural milling or application of fabric, etc., in combination with placement of any type of HMAC overlay.

Structural Milling—For test section classification purposes, structural milling is considered to be cold milling of AC greater than 25.4 mm (1 inch) in depth. Milling depths less than 25.4 mm (1 inch), for purposes of rut level-up or to remove weathered AC from the surface, are not considered structural milling.

Asphalt Modifiers—Asphalt modifiers are materials used to alter the properties of the asphalt cement or asphalt mixture, such as polymers, crumb rubber, sulfur, and glass.

State Code: The State code is a number used to identify the State or Canadian Province in which the pavement section is located (see appendix A, table A.1 for codes).

SHRP Section ID: The section ID is a four‑digit identification number assigned by LTPP. This number is used to facilitate the computer filing of the projects and will identify the section in the field.

Date Completed: The month, day, and year that the pavement improvements were finished and the project was subsequently opened to traffic (not the date when the project was accepted). The first set of two digits represents the numerical sequence of the month as it occurs during the year; the second set of two digits represents the day of the month; and the four digits are the year.

Date Completed (Item 1): The month, day, and year that the pavement improvements were finished and the project was subsequently opened to traffic (not the date when the project was accepted). The first set of two digits represents the numerical sequence of the month as it occurs during the year; the second set of two digits represents the day within the month; and the third set of two digits is the last two digits in the year.

Work Type Code (Item 2): A code to identify the type of maintenance work accomplished (appendix A, table A.16).

Work Quantity (Item 3): The quantity of work applied to the section in appropriate units (refer to appendix A, table A.16 for units).

Thickness (Item 4): For improvements that alter the thickness of the pavement structure (such as overlays, etc.), enter the thickness of the rehabilitation activity to the nearest tenth of an inch (0.1 inch) (2.5 mm). For items that do not alter the thickness of the pavement structure, enter "N" to indicate the data element is not applicable.

Cost (Item 5): The cost of the improvement is reported in thousands of dollars per lane-mile. The cost reported should include only the cost of the pavement structure. Nonpavement costs such as cut and fill work, work on bridges, culverts, lighting, and guardrails should be excluded. Labor, traffic control, or other incidental costs should also be excluded.

Layer Number (Item 1): Space is provided for nine or fewer layer numbers, with number one as the subgrade, and the last and largest number identifying the surface layer.

Layer Description (Item 2): A layer description code is to be entered for each of the layers in the system. Codes are provided on the data form. For HMAC layers, separate lifts having the same mixture are not to be identified as separate layers. Where HMAC is used as a base for PCC pavements, it should be described by code 5.

Material Type Classification (Item 3): A code identifying the type of materials in each layer of the pavement structure, including the subgrade, should be entered for material type classification. Codes for surfacing materials, base and subbase materials, subgrade soils, and thin seals and interlayers are identified in appendix A, tables A.4, A.5, A.6, and A.7, respectively. If the material type was not changed during the rehabilitation, enter "99" for the material classification.

Layer Thickness (Item 4): Four numbers can be provided to indicate the mean, minimum, maximum, and standard deviation of thickness for each specific layer in inches. Enter to the nearest tenth of an inch (0.1 inch) (2.5 mm). If only a single specified design value for thickness is available for the project records, enter it as the "mean value." For LTPP, a number of boreholes will be made for sampling materials, so careful thickness measurements are to be made. The mean thickness will be verified or revised and variability information added as the result of these field measurements and measurements of cores in the laboratory. If the thickness of the layer has not changed during rehabilitation, leave the layer thickness blank for that layer.

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Composition of Coarse Aggregate (Items 2, 3, and 4): When more than one coarse aggregate is used, the type code as provided on the data sheet and percentage by total weight of coarse aggregate should be indicated for each coarse aggregate. Space is provided for up to three different types of coarse aggregate. If only one type of coarse aggregate is used, enter its type and 100 percent in the top set of the data spaces, leaving the others blank. Space is provided for identifying another type of material if one was used other than those for which codes are provided. Coarse aggregate is considered to be that portion retained on the No. 8 (2.36-mm) sieve.

Geologic Classification of Coarse Aggregate (Item 5): The geologic classifica­tion of the natural stone used as coarse aggregate in the concrete. These codes appear in appendix A, table A.8, and provide identification as to which of the three major classes of rock the coarse aggregate belongs and the type of rock within those classes. If a blend was used, enter the code for the geologic classification for the material representing the majority of the coarse aggregate. If a crushed slag, manufactured lightweight, or recycled concrete was used, enter "N."

Composition of Fine Aggregate (Items 6, 7, and 8): When more than one fine aggregate is used, the type code as provided on the data sheet and percentage by total weight of fine aggregate should be indicated for each fine aggregate. Fine aggregate is defined as that passing the No. 8 (2.36-mm) sieve and retained on the No. 200 (75-μm) sieve. Space is provided for up to three different fine aggregate types. If only one type of fine aggregate is used, enter its type code and 100 percent in the top set of the data spaces, leaving the others blank.

Type of Mineral Filler (Item 9): The type of mineral filler used as identified by one of the codes appearing on the data sheet.

Aggregate Durability Test Results (Items 10 through 13): The type of tests used to evaluate the durability of the aggregate used in the mix and the results in thousandths (0.001) recorded in units specified for the test. Three of these sets are for coarse aggregates (items 10, 11, and 12), and one (item 13) is for the combination of coarse and fine aggregates. The durability test type codes appear in appendix A, table A.12. Items 10, 11, and 12 are to correlate with items 2, 3, and 4 above, respectively.

Polish Value of Coarse Aggregates (Item 14): The accelerated polish value of the coarse aggregates used in the surface layer, as determined by AASHTO T279 (ASTM D3319).

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Gradation of Combined Aggregates (Item 2): The percent passing on various standard sieve sizes to the nearest 1 percent. It is not expected that values will be available for all 18 sieve sizes. The objective is to provide a sufficient number of sieve sizes to accommodate testing and specification practice for most highway agencies.

Bulk Specific Gravities (Items 3 through 6): The bulk specific gravities to the nearest thousandth (0.001) for coarse aggregate (item 3), fine aggregate (item 4), mineral filler (item 5), and the aggregate combination (item 6). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as follows:

Effective Specific Gravity of Aggregate Combination (Item 7): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as follows:

Layer Number (Item 1): The number of the AC layer to be described on this sheet (from sheet 2).

Asphalt Grade (Item 2): The grade of asphalt cement used (see appendix A, table A.15). Space is provided on the data sheet for identifying another grade of asphalt cement not appearing in table A.15.

Source (Item 3): The refinery that produced the asphalt cement used in the HMAC layer being described. A list of asphalt refiners and processors is provided in appendix A, table A.13. Space is provided to specify other sources that may not be included in the table provided.

Specific Gravity of Asphalt Cement (Item 4): The specific gravity of the asphalt cement (to the nearest thousandth (0.001)) when it is available. If unavailable, a typical specific gravity for asphalt cements produced at the source refinery may be entered. If the source is unknown, enter 1.010 as a reasonable estimate. This specific gravity is measured as specified by AASHTO T228 (ASTM D70).

Viscosity of Asphalt at 140 °F (60 ºC) (Item 5): The result in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on samples of the original asphalt cement before its use in construction of the pavement section.

Viscosity of Asphalt at 275 °F (135 ºC) (Item 6): The results in centistokes (to the nearest hundredth (0.01)) from kinematic viscosity testing at 275 ºF (135 ºC) using Test Method AASHTO T201 (ASTM D2170) on samples of the original asphalt cement.

Penetration at 77 °F (25 ºC) (Item 7): The penetration (in tenths of a millimeter (0.1 mm) (0.0039 inch)) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on the original asphalt cement in the mixture.

Asphalt Modifiers (Items 8 and 9): Space is provided to list the type and quantity of up to two modifiers added to the asphalt cement for whatever purpose. A list of possible asphalt cement modifiers and codes for data entry are provided in appendix A, table A.14. The quantities of modifier should be provided in percent of asphalt cement weight. Some modifiers (such as lime) may be specified in terms of "percent of aggregate weight," but they must be converted to percent of asphalt cement weight for uniformity.

Ductility at 77 °F (25 ºC) (Item 10): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113).

Ductility at 39.2 °F (4 °C) (Item 11): The ductility in centimeters at 39.2 °F (4 °C), using the procedures of Test Method AASHTO T51 (ASTM D113).

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 12): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C).

Penetration at 39.2 °F (4 °C) (Item 13): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C), with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of the original asphalt cement, before its use as a construction material.

Ring and Ball Softening Point (Item 14): The softening point of the asphalt cement in degrees Fahrenheit (ºF) as measured with the ring‑and‑ball apparatus used in Test Method AASHTO T53 (ASTM D36), on samples of the original asphalt cement before its use as a construction material.

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Test Procedure Used to Measure Aging Effects (Item 2): The test procedure used to age the asphalt cement in the laboratory and to measure the effects of the aging. Codes are provided on the data sheet, along with space to identify a process used other than those for which codes are provided.

Viscosity of Asphalt at 140 °F (60 °C) (Item 3): The results in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on laboratory aged asphalt cement samples.

Viscosity of Asphalt at 275 °F (135 °C) (Item 4): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing at 275 ºF (135 ºC) using Test Method AASHTO T201 (ASTM D2170) on laboratory aged asphalt cement samples.

Ductility at 77 °F (25 °C) (Item 5): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113) on laboratory aged asphalt cement samples.

Ductility at 39.2 °F (4 °C) (Item 6): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on laboratory aged asphalt cement samples.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 7): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C) on the laboratory aged asphalt cement specimens.

Penetration at 77 °F (25 °C) (Item 8): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a five-second load duration using Test Method AASHTO T39 (ASTM D5) on the laboratory aged asphalt cement used in the mixture.

Penetration at 39.2 °F (4 °C) (Item 9): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C), with a 200-gram (7-ounce) load and a 60-second load duration using the Test Method AASHTO T49 (ASTM D5) on the laboratory aged asphalt cement used in the mixture.

Ring and Ball Softening Point (Item 10): The results in degrees Fahrenheit (ºF) from the ring and ball softening point test for laboratory aged bitumens (AASHTO T53 (ASTM D36)).

Weight Loss (Item 11): The weight loss resulting from the laboratory aging process to the nearest one‑tenth of 1 percent (0.1 percent).

Layer Number (Item 1): The number of the AC layer to be described on this sheet (from sheet 2).

Maximum Specific Gravity (Item 2): The maximum specific gravity to the nearest thousandth (0.001) of the mixture, calculated using equations 2 and 3 as below:

Bulk Specific Gravity (Item 3): The bulk specific gravity to the nearest thousandth (0.001) of the mixture compacted in the laboratory at the optimum asphalt content selected and by appropriate procedures for Marshall or Hveem stability. Test Method ASTM D1188 is to be used for establishing the bulk specific gravity.
Optimum Asphalt Content (Item 4): The optimum amount of asphalt cement added to the AC mixture to the nearest one-tenth of 1 percent (0.1 percent). This optimum asphalt content is obtained from the Marshall or Hveem Stability Testing.

Percent Air Voids (Item 5): The calculated air voids to the nearest tenth of 1 percent (0.1 percent) in the mixture, compacted in the laboratory to the optimum asphalt content and by appropriate procedures for Marshall or Hveem stability. Equation 4 may be used for calculating the percent air voids.

Voids in Mineral Aggregate (Item 6): Enter the design void space between the aggregate particles of a compacted AC mixture, which includes the air voids and the effective asphalt content, to the nearest tenth of 1 percent (0.1 percent). Percent of voids in mineral aggregate (VMA) is calculated as shown in equation 5:

Effective Asphalt Content (Item 7): The design effective asphalt content (total asphalt content of the paving mixture minus the portion of asphalt that is lost by absorption onto the aggregate particles as a percentage of the total mixture, to the nearest tenth of 1 percent (0.1 percent). The asphalt absorption may be calculated as a percent of total weight of mixture as shown in equation 6:

Marshall Stability (Item 8): The Marshall Stability (Test Method AASHTO T245 (ASTM D1559)) of the mixture at optimum asphalt content in pounds.

Number of Blows (Item 9): The number of blows of the compaction hammer that were applied to each end of the specimen to compact it for Marshall Stability and flow testing.

Marshall Flow (Item 10): The Marshall Flow (Test Method AASHTO T245 (ASTM D1559)) of the mixture at optimum asphalt content. This item is to be entered as the whole number of the measured hundredth of an inch (0.01 inch) (0.25 mm), e.g., if 0.15 is measured, enter "15."

Hveem Stability (Item 11): The Hveem Stability or stabilometer value of the mixture at optimum asphalt content as measured with the Hveem apparatus using Test Method AASHTO T246 (ASTM D1560).

Hveem Cohesiometer Value (Item 12): The cohesiometer value of the mixture at optimum asphalt content, in grams per 25-mm (1-inch) width (or diameter) of specimen, obtained by Test Method AASHTO T246 (ASTM D1560).

Superpave Gyratory Compaction Ndesign (Item 13): Enter the number of revolutions of the Superpave gyratory compactor to achieve 4 percent air voids.

Asphalt Grade (Item 14): Enter the code for the asphalt grade used in asphalt mixtures, if available. (See asphalt code sheet in appendix A, table A.15.) Space is provided to enter a grade other than those coded in the table.

Superpave Asphalt Binder Grade (Item 15): Enter the performance grade for the asphalt binder used.

Layer Number (Item 1): The number of the AC layer to be described on the sheet (from sheet 2).

Type of Samples (Item 2): Whether the test samples were sampled in the field and compacted in the laboratory, or removed from the compacted pavement. The codes appear on the data sheet.

Maximum Specific Gravity (Item 3): The Maximum Specific Gravity (no air voids) of a mixture sampled during or soon after construction according to AASHTO T209 or ASTM D2041. Where possible, several samples should be tested and the average entered. Use the resulting maximum specific gravity and the design asphalt content for the mixture to calculate the effective specific gravity of the aggregate using equation 2. Once the effective specific gravity of the aggregate is established, it may be used to calculate other maximum specific gravities for the mixture at other measured asphalt contents using equation 3.

Bulk Specific Gravity (Item 4): The number of tests and the mean, minimum, maximum, and standard deviation of bulk specific gravities to the nearest thousandth (0.001) of compacted mixtures measured on cores removed from the pavement during or right after construction. While the test method specified in ASTM D1188 is preferable, the results from nuclear density tests (ASTM D2950), appropriately calibrated to measurements on cores, also may be used.

Asphalt Content (Item 5): The number of tests and the mean, minimum, maximum, and standard deviation of percents by weight of the total asphalt cement (including that absorbed by the aggregate) in the AC mixture to the nearest tenth of 1 percent (0.1 percent). Asphalt contents measured by extraction tests (AASHTO T164 (ASTM D2172)) on field samples are preferred, but results from nuclear test methods may also be used. If no such test results are available, enter the specified asphalt content as the mean, and leave the other spaces blank.

Percent Air Voids (Item 6): The number of tests and the mean, minimum, maximum, and standard deviation of calculated air voids to the nearest tenth of 1 percent (0.1 percent), as a percent of the material volume. These data are frequently not available, but can be calculated using other available data from reports about mix design and density measurements on samples from the pavement. Percent air voids is calculated as shown in equation 4.

Voids in Mineral Aggregate (Item 7): The number of tests and the mean, minimum, maximum, and standard deviation of mean void space between the aggregate particles of a compacted AC mixture, which includes air voids and the effective asphalt content, to the nearest tenth of 1 percent (0.1 percent). Percent of VMA is calculated as shown in equation 5.

Effective Asphalt Content (Item 8): The number of tests and the mean, minimum, maximum, and standard deviation of effective asphalt content (total asphalt content of the paving mixture minus the portion of asphalt that is lost by absorption into the aggregate particles), expressed by weight of total mixture to the nearest tenth of 1 percent (0.1 percent). The asphalt absorption may be calculated as a percent of total weight of mixture as shown in equation 6.

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Type Asphalt Plant (Item 2): The type of plant that produced the AC mixture. Codes are provided on the data sheet. Additionally, space is provided to identify a type of plant other than those for which codes are provided.

Type of Antistripping Agent (Item 3): The type of antistripping agent used in the mixture. The codes are provided in table A.20 in appendix A.

Antistripping Agent Liquid or Solid Code (Item 4): A code to indicate whether the antistripping agent used is a liquid or solid. Codes are provided on the data sheet.

Amount of Antistripping Agent (Item 5): The amount of antistripping agent used in the mixture by weight to the nearest tenth of 1 percent (0.1 percent) of weight of asphalt if the agent is liquid and weight of aggregate if it is solid.

Moisture Susceptibility Test Type (Item 6): The type of test used to evaluate the moisture suscep­tibility of the AC. Codes are provided on data sheet 9.

Moisture Susceptibility Test Results (Item 7): Space is provided to record the Hveem Stability Number or Percent Stripped and the Tensile Strength Ratio or Index of Retained Strength, depending on the test procedure used.

Layer Number (Item 1): The number of the AC overlay layer for which the compaction data are to be described on this sheet (from sheet 2).

Mixing Temperature (Item 2): The temperature of the mixture during mixing at the plant (i.e., the mix as discharged) in degrees Fahrenheit (ºF).

Laydown Temperatures (Items 3, 4, and 5): The number of tests taken and the mean, minimum, maximum, and standard deviation of temperatures measured. The temperature should be measured just behind the screed. Three to five measurements should be made.

Roller Data (Items 6 through 22): Codes appear on the data sheet for steel‑wheeled tandem, pneumatic‑tired, single‑drum vibratory, and double‑drum vibratory rollers. For each type of roller, spaces are provided to describe significant characteristics for up to four different rollers. Steel‑wheeled tandem rollers are described by their gross weights to the nearest tenth of a ton (0.1 ton) (0.09 metric ton). Pneumatic‑tired rollers are described by their gross weight and tire pressure in psi. Vibratory rollers are described by their gross weight in tons to the nearest tenth (0.1 ton) (0.09 metric ton), frequency in vibrations per minute, amplitude in inches to the nearest thousandth (0.001 inch) (0.025 mm), and roller speed in miles per hour to the nearest tenth (0.1 mi/h) (0.16 km/h).

Compaction Data (Items 23 through 31): Spaces are provided to enter the following data regarding the compaction of the AC. Space is provided to record data for each of up to four AC lifts.

Layer Number (Item 1): The number of the recycled layer for which a description is being provided (from sheet 2).

Procedure Used to Break Up and/or Remove the Asphalt Pavement (Item 2): A code to indicate the procedure used for removal of the asphalt pavement to be recycled. Codes are provided on the data sheet. Additionally, space is provided to describe some other type of treatment if none of those for which codes are provided was used.

Pavement Processing (Item 3): A code to indicate how the pavement material was processed after removal.

Gradation of Reclaimed Aggregates (Item 4): The percent passing (after crushing) on various standard sieve sizes to the nearest 1 percent. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide a sufficient number of sieve sizes to accommodate testing and specification practices for most agencies.

Bulk Specific Gravities (Items 5 through 8): The bulk specific gravities (to the nearest thousandth (0.001) for coarse aggregate (item 5), fine aggregate (item 6), mineral filler (item 7), and the aggregate combination (item 8). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 9): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Composition of Coarse Aggregate (Items 2, 3, and 4): When more than one coarse aggregate is used, the type code from sheet 2 and percentage by total weight of coarse aggregate should be indicated for each coarse aggregate. Space is provided for up to three types of aggregate. If only one type of coarse aggregate is used, enter its type code and 100 percent in the top set of the data spaces, leaving the others blank. Space is provided to identify a type of aggregate other than those for which codes are given. The coarse aggregate is considered to be that portion retained on the No. 8 (2.36-mm) sieve.

Geologic Classification of Coarse Aggregate (Item 5): The geologic classifica­tion of the untreated aggregate used as coarse aggregate in the concrete mixture. The codes appear in appendix A, table A.8, and provide identification as to which of the three major classes of rock the coarse aggregate belongs and the type of rock in those classes. If a blend was used, enter the code for the geologic classification for the material representing the majority of the untreated coarse aggregate. If a crushed slag, manufactured lightweight, or recycled concrete was used as coarse aggregate, enter "N."

Composition of Fine Aggregate (Items 6, 7, and 8): When more than one fine aggregate is used, the type code from sheet 2 and percentage by total weight of fine aggregate should be indicated for each fine aggregate. Fine aggregate is defined as that passing the No. 8 (2.36-mm) sieve and retained on the No. 200 (75-μm) sieve. Space is provided for up to three types of aggregate. If only one type of fine aggregate is used, enter its type code and 100 percent in the top set of the data spaces, leaving the others blank.

Source (Items 9 and 10): Two one-digit codes to reflect whether the coarse aggregates and fine aggregates were reclaimed from existing base material on the roadway or obtained for original use from a conventional source (pit). Codes appear on the data sheet.

Type of Mineral Filler (Item 11): The type of mineral filler used. Codes appear on the data sheet.

Aggregate Durability Test Results (Items 12 through 15): The type of test used to evaluate the durability of the aggregate. Results in thousandths (0.001) are recorded in units specified for the test. Three of these sets are for coarse (items 12, 13, and 14) and one (item 15) for the combination of coarse and fine aggregate. Items 12, 13, and 14 are to correlate with items 2, 3, and 4 above, respectively. The durability test type codes appear in appendix A, table A.12.

Polish Value of Coarse Aggregates (Item 16): The accelerated polish value of the coarse aggregates used in the surface layer, as determined by AASHTO T279 (ASTM D3319).

Layer Number (Item 1): The number of the recycled HMAC layer for which a description is being provided (from sheet 2).

Gradation of Untreated Aggregates (Item 2): The percent passing of untreated coarse and fine aggregates on various standard sieve sizes to the nearest 1 percent. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide space for data from a sufficient number of sieve sizes to accommodate testing and specification practice for most agencies.

Bulk Specific Gravities (Items 3 through 6): The bulk specific gravities to the nearest thousandth (0.001) for coarse aggregate (item 3), fine aggregate (item 4), mineral filler (item 5), and the aggregate combination (item 6). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 7): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the recycled HMAC layer for which a description is being provided (from sheet 2).

Amount of New Untreated Aggregate Added (Item 2): The amount of new untreated aggregate added, to the nearest tenth of 1 percent (0.1 percent) of the combined weight of the aggregates in the recycled mixture.

Gradation of Combined Aggregates (Item 3): The percent passing on various standard sieve sizes to the nearest one percent of the combined (reclaimed and untreated) aggregate. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide space for data from a sufficient number of sieve sizes to accommodate testing and specification practices for most agencies.

Bulk Specific Gravities (Items 4 through 7): The bulk specific gravities (to the nearest thousandth (0.001)) for coarse aggregate (item 4), fine aggregate (item 5), mineral filler (item 6), and the aggregate combination (item 7). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 8): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the recycled HMAC layer to be described on this sheet (from sheet 2).

Specific Gravity of Asphalt Cement (Item 2): The specific gravity (to the nearest thousandth (0.001)) of the reclaimed asphalt cement when it is available. If unavailable, a typical specific gravity for asphalt cements produced at the source refinery may be entered. If source is unknown, enter 1.010 as a reasonable estimate. This specific gravity is measured as specified by AASHTO T228 (ASTM D70).

Viscosity of Asphalt at 140 °F (60 ºC) (Item 3): The result in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on samples of the extracted asphalt cement from the recycled material.

Viscosity of Asphalt at 275 °F (135 ºC) (Item 4): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing at 275 ºF (135 ºC) using Test Method AASHTO T201 (ASTM D2170) on samples of the extracted asphalt cement from the recycled material.

Penetration at 77 °F (25 °C) (Item 5): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on extracted asphalt cement from the recycled mixture.

Ductility at 77 °F (25 °C) (Item 6): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113) on extracted asphalt cement from the recycled mixture.

Ductility at 39.2 °F (4 °C) (Item 7): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on extracted asphalt cement from the recycled mixture.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 8): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C) on samples of extracted asphalt cement from the recycled material.

Penetration at 39.2 °F (4 °C) (Item 9): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C), with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of extracted asphalt cement from the recycled mixture.

Ring and Ball Softening Point (Item 10): The softening point in degrees Fahrenheit (ºF) from testing extracted asphalt cement from the recycled mixture as measured with the ring-and-ball apparatus used in Test Method AASHTO T53 (ASTM D36).

Layer Number (Item 1): The number of the AC layer described on this sheet (from sheet 2).

Asphalt Grade (Item 2): The grade of the asphalt cement used (appendix A, table A.15). Space is provided on the data sheet for identifying another grade of asphalt cement not appearing in appendix A, table A.15.

Source (Item 3): The refiner that produced the new asphalt cement being added to the recycled mix. A list of asphalt refiners and processors is provided in appendix A, table A.13. Space is provided to enter other sources not included on the table.

Specific Gravity of Asphalt Cement (Item 4): The specific gravity to the nearest thousandth (0.001) of the asphalt cement when it is available. If unavailable, a typical specific gravity for asphalt cements produced at the source refinery may be entered. If source is unknown, enter 1.010 as a reasonable estimate. This specific gravity is measured as specified by AASHTO T228 (ASTM D70).

Viscosity of Asphalt at 140 °F (60 °C) (Item 5): The result in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on samples of the new asphalt cement before its addition to the recycled mix.

Viscosity of Asphalt at 275 °F (135 °C) (Item 6): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing at 275 ºF (135 ºC) using test method AASHTO T201 (ASTM D2170) on samples of the new asphalt cement to be added to the recycled mix.

Penetration at 77 °F (25 °C) (Item 7): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of new asphalt cement material in the mixture.

Ductility at 77°F (25 °C) (Item 8): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113) on samples of the new asphalt cement before its addition to the recycled mix.

Ductility at 39.2 °F (4 °C) (Item 9): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on samples of the new asphalt cement before its addition to the recycled mix.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 10): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C).

Penetration at 39.2°F (4 °C) (Item 11): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C) with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of the new asphalt cement, prior to its addition to the recycled mix.

Ring and Ball Softening Point (Item 12): The softening point of the asphalt cement in degrees Fahrenheit (ºF) as measured with the ring and ball apparatus used in test method AASHTO T53 (ASTM D36), on samples of the new asphalt cement before its addition to the recycled mix.

Layer Number (Item 1): The number of the recycled HMAC layer to be described on this sheet (from sheet 2).

Recycling Agent (Item 2): Codes to identify the type and quantity of recycling agent used. These codes appear in appendix A, table A.19. The amount of recycling agent should be provided by weight added to the reclaimed (aged) asphalt, to the nearest tenth of 1 percent (0.1 percent) of the reclaimed asphalt cement weight. For example, if the weight of the recycling agent to be added to the aged asphalt cement was 41.5 percent of the weight of the aged asphalt in the reclaimed mixture, "41.5" would be entered on the data sheet.

Amount of New Asphalt Cement Added (Item 3): The quantity of new asphalt cement to the nearest tenth of 1 percent (0.1 percent) of total recycled mixture weight (includes reclaimed AC and untreated aggregate and asphalt cement/recycling agent added).

Specific Gravity of Asphalt Cement (Item 4): The specific gravity to the nearest thousandth (0.001) of the asphalt cement when it is available. If unavailable, a typical specific gravity for asphalt cements produced at the source refinery may be entered. If the source is unknown, enter 1.010 as a reasonable estimate. This specific gravity is measured as specified by AASHTO T228 (ASTM D70).

Viscosity of Asphalt at 140 °F (60 °C) (Item 5): The result in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on samples of the combined asphalt cement prior to its use in construction of the recycled pavement section.

Viscosity of Asphalt at 275 °F (135 °C) (Item 6): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing at 275 ºF (135 ºC) using test method AASHTO T201 (ASTM D2170) on samples of the combined asphalt cement.

Penetration at 77 °F (25 °C) (Item 7): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram load (3.5-ounce) and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on the combined asphalt cement in the mixture.

Asphalt Modifiers (Items 8 and 9): Space is provided to list the type and quantity of up to two modifiers added to the asphalt cement for whatever purpose (other than the recycling agent, which is recorded under item 2 above). A list of possible asphalt cement modifiers and codes for data entry are provided in appendix A, table A.14. If a material other than those listed in table A.14 is used, space is provided to record the pertinent information. The quantities of modifier should be provided in percent of asphalt cement weight. Some modifiers (such as lime) may be specified in terms of "percent of aggregate weight," but they must be converted to percent of asphalt cement weight for uniformity. Space is provided for up to two types of modifiers.

Ductility at 77 °F (25 °C) (Item 10): The ductility in centimeters at 77 °F (25 °C) using Test Method AASTHO T51 (ASTM D113) on samples of the combined asphalt cement.

Ductility at 39.2 °F (4 °C) (Item 11): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on samples of the combined asphalt cement.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 12): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C) on samples of the combined asphalt cement.

Penetration at 39.2 °F (4 °C) (Item 13): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C) with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of the combined asphalt cement, prior to its use as a construction material.

Ring and Ball Softening Point (Item 14): The softening point of the asphalt cement in degrees Fahrenheit (ºF) as measured with the ring and ball apparatus used in test method AASHTO T53 (ASTM D36), on samples of the combined asphalt cement before its use as a construction material.

Layer Number (Item 1): The number of the recycled HMAC layer for which a description is being provided (from sheet 2).

Test Procedure Used to Measure Aging Effects (Item 2): The test procedure used to age the asphalt cement in the laboratory, and to measure the effects of the aging. Space is provided on the data sheet to indicate aging process used other than those stated above and coded on the data sheet.

Viscosity of Asphalt at 140 °F (60 °C) (Item 3): The result in poises from absolute viscosity testing using Test Method AASHTO T202 (ASTM D2171) on laboratory aged asphalt cement samples.

Viscosity of Asphalt at 275 °F (135 °C) (Item 4): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing using Test Method AASHTO T201 (or ASTM D2170) on laboratory aged asphalt cement samples.

Ductility at 77 °F (25 °C) (Item 5): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113) on laboratory aged samples of the asphalt cement.

Ductility at 39.2 °F (4 °C) (Item 6): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on laboratory aged samples of the asphalt cement.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 7): The test speed in centimeters per minute for the ductility measurement taken at 39.2 °F (4 °C).

Penetration at 77 °F (25 °C) (Item 8): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on laboratory aged samples of the asphalt cement.

Penetration at 39.2 °F (4 °C) (Item 9): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C) with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on the laboratory aged asphalt cement used in the mixture.

Ring and Ball Softening Point (Item 10): The results in degrees Fahrenheit (ºF) from the ring and ball softening point test for bitumens (AASHTO T53 (ASTM D36)).

Weight Loss (Item 11): The weight loss resulting from the laboratory aging process to the nearest one‑tenth of 1 percent (0.1 percent).

Layer Number (Item 1): The number of the recycled AC layer to be described on this sheet (from sheet 2).

Maximum Specific Gravity (Item 2): The maximum specific gravity to the nearest thousandth (0.001) of the recycled mixture, calculated using equations 2 and 3.

Bulk Specific Gravity (Item 3): The bulk specific gravity (to the nearest thousandth (0.001) of the recycled mixture compacted in the laboratory at the optimum asphalt content selected and by appropriate procedures for Marshall or Hveem stability. Test Method ASTM D1188 is to be used for establishing the bulk specific gravity.

Optimum Asphalt Content (Item 4): The optimum amount of asphalt cement as obtained from Marshall or Hveem Stability testing that is added to the recycled AC mixture to the nearest tenth of 1 percent (0.1 percent).

Percent Air Voids (Item 5): The calculated air voids to the nearest tenth of 1 percent (0.1 percent) in the recycled mixture, compacted in the laboratory to the optimum asphalt content and by appropriate procedures for Marshall or Hveem stability. Equation 4 may be used for calculating the percent air voids.

Marshall Stability (Item 6): The Marshall Stability (Test Method AASHTO T245, (ASTM D1559)) of the mixture at optimum asphalt content in pounds.

Number of Blows (Item 7): The number of blows of the compaction hammer that were applied to each end of the specimen to compact it for Marshall Stability and flow testing.

Marshall Flow (Item 8): The Marshall Flow (Test Method AASHTO T245 (ASTM D1559)) of the mixture at optimum asphalt content. This item is to be entered as the whole number of the measured hundredth of an inch (e.g., if 0.15 is measured, enter "15.")

Hveem Stability (Item 9): The Hveem Stability or "stabilometer value" of the mixture at optimum asphalt content as measured with the Hveem apparatus using Test Method AASHTO T246 (ASTM D1560).

Hveem Cohesiometer Value (Item 10): The cohesiometer value of the mixture at optimum asphalt content, in grams per 25-mm (1-inch) width (or diameter) of specimen, obtained by Test Method AASHTO T246 (ASTM D1560).

Layer Number (Item 1): The number of the recycled AC layer to be described on this sheet (from sheet 2).

Type of Samples (Item 2): A code to indicate whether the test samples were compacted in the laboratory or removed from the compacted pavement. The codes appear on the data sheet.

Maximum Specific Gravity (Item 3): The theoretical maximum specific gravity (no air voids) of the mixture sampled during or soon after construction according to AASHTO 209 or ASTM D2041. Where possible, several samples should be tested and the average entered. Use the resulting maximum specific gravity and the design asphalt content for the mixture to calculate the effective specific gravity of aggregate using equation 2. Once the effective specific gravity of the aggregate is established, it may be used to calculate other maximum specific gravities for the mixture at other measured asphalt contents using equation 3.

Bulk Specific Gravity (Item 4): The number of tests and the mean, minimum, maximum, and standard deviation of bulk specific gravities to the nearest thousandth (0.001) of compacted mixtures measured on cores removed from the pavement during or right after construction. While the test method specified in ASTM D1188 is preferable, the results from nuclear density tests (ASTM D2950), appropriately calibrated to measurements on cores, also may be used.

Asphalt Content (Item 5): The number of tests and the mean, minimum, maximum, and standard deviation in percent by weight of the total asphalt cement (including that absorbed by the aggregate) in the AC mixture to the nearest one‑tenth of 1 percent (0.1 percent). Asphalt content measured by extraction tests (AASHTO T164 (ASTM D2172)) on field samples are preferred, but results from nuclear test methods may also be used. If no such test results are available, enter the specified asphalt content as the mean, and leave the other spaces blank.

Percent Air Voids (Item 6): The number of tests and the mean, minimum, maximum, and standard deviation of calculated air voids to the nearest tenth of 1 percent (0.1 percent) as a percent of the material volume. These data are frequently not available, but can be calculated using other available data from reports on mix design and density measurements for samples from the pavement. Percent air voids is calculated as shown in equation 4.

Voids in Mineral Aggregate (Item 7): The number of tests and the mean, minimum, maximum, and standard deviation of void space between the aggregate particles of a compacted AC mixture, which includes air voids and the effective asphalt content, to the nearest tenth of 1 percent (0.1 percent). Percent of VMA is calculated as shown in equation 5.

Effective Asphalt Content (Item 8): The number of tests and the mean, minimum, maximum, and standard deviation of effective asphalt content (total asphalt content of the paving mixture minus the portion of asphalt that is lost by absorption into the aggregate particles), expressed by weight of total mixture to the nearest tenth of 1 percent (0.1 percent). The asphalt absorption may be calculated as a percent of total weight of mixture as shown in equation 6.

Layer Number (Item 1): The number of the recycled AC layer for which a description is being provided (from sheet 2).

Type Asphalt Plant (Item 2): Type of plant that produced the AC mixture. Codes are provided on the data sheet. Additionally, space is provided to identify a type of plant other than those for which codes are provided.

Type of Antistripping Agent (Item 3): The type of antistripping agent used in the mixture. The codes are provided in appendix A, table A.20. Space is provided to identify an antistripping agent other than those for which codes are provided.

Antistripping Agent Liquid or Solid Code (Item 4): A code to indicate whether the antistripping agent used is a liquid or solid. Codes are provided on the data sheet.

Amount of Antistripping Agent (Item 5): The amount of antistripping agent used in the mixture by weight to the nearest tenth of 1 percent (0.1 percent) of weight of asphalt if the agent is liquid and weight of aggregate if it is solid.

Moisture Susceptibility Test Type (Item 6): The type of test used to evaluate the moisture suscep­tibility of the mixture. Codes are provided on the data sheet. If a procedure other than those for which codes are provided is used, space is provided to specify a name or reference for the test.

Moisture Susceptibility Test Results (Item 7): Space is provided to record the Hveem stability number or percent stripped and the tensile strength ratio or index of retained strength, depending on the test procedure used.

Layer Number (Item 1): The number of the recycled HMAC layer for which the compaction data are to be described on this sheet (from sheet 2).

Mixing Temperature (Item 2): The temperature of the mixture at the plant (i.e., the mix as discharged) in degrees Fahrenheit (ºF).

Laydown Temperatures (Items 3, 4, and 5): The number of temperature measurements taken and the mean, minimum, maximum, and standard deviation of temperatures measured. The temperatures should be measured just behind the screed. Three to five measurements should be made.

Roller Data (Items 6 through 22): Codes appear on the data sheet for steel‑wheeled tandem, pneumatic‑tired, single‑drum vibratory, and double‑drum vibratory rollers. For each type of roller, spaces are provided to describe significant characteristics for up to four different rollers. Steel‑wheeled tandem rollers are described by their gross weights to the nearest tenth of a ton (0.1 ton) (0.09 metric ton). Pneumatic‑tired rollers are described by their gross weight and mean tire pressure in pounds per square inch (psi). Vibratory rollers are described by their gross weight in tons to the nearest tenth (0.1 ton) (0.09 metric ton), frequency in vibrations per minute, amplitude in inches to the nearest thousandth (0.001 inch) (0.025 mm), and roller speed in miles per hour to the nearest tenth (0.1 mi/h) (0.16 km/h).

Compaction Data (Items 23 through 31): Spaces are provided for items 23 to 31 to enter the following data regarding the compaction of the recycled mix. Space is provided to record data for each of up to four AC lifts.

Layer Number (Item 1): The number of the recycled layer for which a description is being provided (from sheet 2).

Procedure Used to Break Up and/or Remove the Asphalt Pavement (Item 2): A code to indicate the procedure used for removing the asphalt pavement to be recycled from the roadway. Codes are provided on the data sheet. Space is also provided to identify a procedure used other than those for which codes are provided.

Pavement Processing (Item 3): A code to indicate how the pavement material was processed after removal from the roadway. Codes are provided on the data sheet. Space is provided to identify a procedure other than those for which codes are provided.

Gradation of Reclaimed Aggregates (Item 4): The percent passing (after crushing) on various standard sieve sizes to the nearest 1 percent. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide space for data from a sufficient number of sieve sizes to accommodate testing and specification practices for most agencies.

Bulk Specific Gravities (Items 5 through 8): The bulk specific gravities to the nearest thousandth (0.001) for coarse aggregate (item 5), fine aggregate (item 6), mineral filler (item 7), and the aggregate combination (item 8). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 9): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the AC layer for which a description is being provided (from sheet 2).

Composition of Coarse Aggregate (Items 2, 3, and 4): When more than one coarse aggregate is used, the type as coded on the data sheet and percentage by total weight of coarse aggregate should be indicated for each coarse aggregate. Coarse aggregate is defined as that portion retained on the No. 8 (2.36-mm) sieve. If only one type of coarse aggregate is used, enter its type code and 100 percent in the top set of the data spaces, leaving the others blank. If an aggregate type other than those coded on the form was used, space is provided to identify that type.

Geologic Classification of Coarse Aggregate (Item 5): The geologic classifica­tion of the untreated aggregate used as coarse aggregate in the concrete mixture (when applicable). These codes appear in appendix A, table A.8, and provide identification as to which of the three major classes of rock the coarse aggregate belongs and the type of rock within those classes. If a blend was used, enter the code for the geologic classification for the material representing the majority of the untreated coarse aggregate. If a crushed slag, manufactured lightweight, or recycled concrete was used as coarse aggregate, enter "N."

Composition of Fine Aggregate (Items 6, 7, and 8): When more than one fine aggregate is used, the type as coded on the data sheet and percentage by total weight of fine aggregate should be indicated for each fine aggregate. Fine aggregate is defined as that portion passing the No. 8 (2.36-mm) sieve and retained on the No. 200 (75-μm) sieve. If only one type of fine aggregate is used, enter its type code and 100 percent in the top set of the data spaces, leaving the others blank.

Source (Items 9 and 10): Two one-digit codes to reflect whether the coarse and fine aggregates, respectively, were reclaimed from existing base material on the roadway or obtained for original use from a conventional source (pit). Codes are provided on the data sheet.

Type of Mineral Filler (Item 11): The type of mineral filler used. The codes appear on the data sheet.

Aggregate Durability Test Results (Items 12 through 15): The type of test used to evaluate the durability of the aggregate used in the mix and the results in thousandths (0.001) recorded in the units specified for the test. Three of these sets are for coarse aggregate (items 12, 13, and 14) and one (item 15) is for the combination of coarse and fine aggregate. Items 12, 13, and 14 are to correlate with items 2, 3, and 4 above, respectively. The durability test type codes appear in appendix A, table A.12.

Polish Value of Coarse Aggregates (Item 16): The accelerated polish value of the coarse aggregates used in surface layer, as determined by AASHTO T279 (ASTM D3319).

Layer Number (Item 1): The cold-mix recycled AC layer for which a description is being provided (from sheet 2).

Gradation of Untreated Aggregates (Item 2): The percent passing (of untreated coarse and fine aggregates) on various standard sieve sizes to the nearest one percent. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide space for data from a sufficient number of sieve sizes to accommodate testing and specification practices for most agencies.

Bulk Specific Gravities (Items 3 through 6): The bulk specific gravities to the nearest thousandth (0.001) for coarse aggregate (item 3), fine aggregate (item 4), mineral filler (item 5), and the aggregate combination (item 6). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 7): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the cold-mix asphalt recycled layer for which a description is being provided (from sheet 2).

Amount of New Untreated Aggregate Added (Item 2): The amount of untreated aggregate added, to the nearest tenth of 1 percent (0.1 percent) of the combined weight of the aggregates in the recycled mixture.

Gradation of Combined Aggregates (Item 3): The percent passing on various standard sieve sizes to the nearest one percent of the combined (untreated and reclaimed) aggregate. It is not expected that values will be available for all 18 sieve sizes; the objective is to provide space for data from a sufficient number of sieve sizes to accommodate testing and specification practices for most agencies.

Bulk Specific Gravities (Items 4 through 7): The bulk specific gravities to the nearest thousandth (0.001) for coarse aggregate (item 4), fine aggregate (item 5), mineral filler (item 6), and the aggregate combination (item 7). The bulk specific gravities for the aggregate fractions are measured using the laboratory procedures indicated on the data sheet. The bulk specific gravity for the aggregate combination (usually called "bulk specific gravity of aggregate") is calculated as shown in equation 1.

Effective Specific Gravity of Aggregate Combination (Item 8): The calculated effective specific gravity to the nearest thousandth (0.001). This calculation requires the maximum specific gravity (no air voids) of the paving mixture, which is obtained by Test Method AASHTO T209 or ASTM D2041. The effective specific gravity of the aggregate is calculated as shown in equation 2.

Layer Number (Item 1): The number of the cold-mix recycled AC layer to be described on this sheet (from sheet 2).

Specific Gravity of Asphalt Cement (Item 2): The specific gravity to the nearest thousandth (0.001) of the asphalt cement in the reclaimed portion of the mix if it is available. If unavailable, a typical specific gravity for asphalt cements produced at the source refinery may be entered. If source is unknown, enter 1.010 as a reasonable estimate. This specific gravity is measured as specified by AASHTO T228 (ASTM D70).

Viscosity of Asphalt at 140 °F (60 °C) (Item 3): The result in poises from absolute viscosity testing at 140 ºF (60 ºC) using Test Method AASHTO T202 (ASTM D2171) on samples of the extracted asphalt cement from the existing AC mixture.

Viscosity of Asphalt at 275 °F (135 °C) (Item 4): The result in centistokes to the nearest hundredth (0.01) from kinematic viscosity testing using Test Method AASHTO T201 (ASTM D2170) on samples of the extracted asphalt cement from the existing AC mixture.

Penetration at 77 °F (25 °C) (Item 5): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 77 °F (25 °C) with a 100-gram (3.5-ounce) load and a 5-second load duration using Test Method AASHTO T49 (ASTM D5) on the original asphalt cement in the mixture.

Ductility at 77 °F (25 °C) (Item 6): The ductility in centimeters at 77 °F (25 °C) using Test Method AASHTO T51 (ASTM D113) on samples of extracted asphalt cement from the existing AC mixture.

Ductility at 39.2 °F (4 °C) (Item 7): The ductility in centimeters at 39.2 °F (4 °C) using Test Method AASHTO T51 (ASTM D113) on samples of extracted asphalt cement from the existing AC mixture.

Test Rate for Ductility Measurement at 39.2 °F (4 °C) (Item 8): The test speed in centimeters (cm) per minute for the ductility measurement taken at 39.2 °F (4 °C) on samples of extracted asphalt cement from the existing concrete mixture.

Penetration at 39.2 °F (4 °C) (Item 9): The penetration in tenths of a millimeter (0.1 mm) (0.0039 inch) at 39.2 °F (4 °C) with a 200-gram (7-ounce) load and a 60-second load duration using Test Method AASHTO T49 (ASTM D5) on samples of the extracted asphalt cement from the existing AC mixture.

Ring and Ball Softening Point (Item 10): The softening point in degrees Fahrenheit (ºF) as measured with the ring‑and‑ball apparatus used in Test Method AASHTO T53 (ASTM D36), on samples of the extracted asphalt cement from the existing AC mixture.