PennDOT RECYCLING MATERIAL FACT SHEET Reclaimed

Asphalt pavement is America’s most recycled and reused material. A recent FHWA survey reported that asphalt pavement recycled and reused rate is approximately 99 percent for WMA. In , the National Asphalt Pavement Association (NAPA) reported: • RAP usage in asphalt mixtures reached an all-time high of approximately 82.2 million tons,

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Louisiana Transportation Research Center

Twenty-two asphalt pavement test sections (each of 1000-ft. long) were selected for this study. The wearing course mixtures of the selected pavement sections contained eight DOTD commonly-used aggregate sources and four typical mix types: 12.5-mm and 19-mm Superpave, Stone Matrix Asphalt (SMA) and Open Graded Friction Course (OGFC). Field tests

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Deflection Based Nondestructive Pavement Analyses

D r = pavement surface deflection measured at r distance, from the load, and. r = distance from the load to D r (in.). Using an S f value of 0.2892 where the Poisson’s ratio is 0.40, the equation reduces to the following equations for deflections measured at 2 ft (610 mm), 3 ft (914 mm), and 4 ft. (1,219 mm).

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Introduction to Mechanistic- Empirical Asphalt Pavement

Empirical Asphalt Pavement Design and Why it Needs Validation Validation of HMA Performance Models for Mix & Structural Design prediction models, is to access / collect / find / measure / organize the many input parameters for the system. 6

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New Pavement Design Guide (Mechanistic-Empirical

Hot Mix AsphaltHot Mix Asphalt Concrete – Rut depth Total HMA –JPCP Mean joint faulting Friction skid resistance and noiseFriction, skid resistance and noise (% of the total pavement area) MEPDG Performance Prediction 600 800 1000 Default Med High 30 40 50 Default Med High 0 200 400 0 5 10 15 20 25 30 35 40 Year since original

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PDF Thermal Cracking Analysis Model AND Pavement Temperature

Pavement Temperature Profile and History Prediction Step 2 . Oxidative Aging Prediction . Step 3 Thermal Stress Calculation Step 4 • Thermal Cracking Event Probability . Pavement temperature at depth z (Step 1) • Asphalt binder aging properties • Kinetics (E a, and APα) • Hardening parameters (HS, m) Layer properties: Asphalt mixture

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Characterizing Healable and Non-Healable Micro-Damage in

53 Table 4 1 Gro uping of asphalt mixture using M f aging can be thought of more liberally as any detrimental effect on asphalt mixture properties during pavement life With this definition, the three effects listed above can then be seen as having part in damaging asphalt mixture over time To more effectively simulate asphalt mixture aging

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Oklahoma Transportation Resources / Oklahoma

implement balanced asphalt mix design in oklahoma (fhwa-ok-19-01 2305)  Cross, Stephen A.; Li, Joshua ( 2019-08 ) The objective of this study was to evaluate selected ODOT mixtures to assist with determining test procedures, specifications and special provisions for evaluation and eventual adaptation of a BMD procedure for ODOT.

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Fatigue characterization of porous asphalt mixture

Fatigue characteristics of asphalt mixtures has been conventionally described via the S-N relationship. In this study, for all F-T conditions the correlations between stress ratio σ R , prescribed at 0.3, 0.4, 0.5, and 0.6, and fatigue life N f were found best represented as straight lines in the semi-logarithmic space as shown in Fig. 4 .

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Life Cycle Cost Analysis: Conventional Versus Asphalt

The asphalt rubber pavement is immediately adjacent to the above project. It is located on I-40 WB MP 196-204. This asphalt-rubber pavement system had 8-in. of aggregate base with broken old concrete pavement, -in. of conventional asphalt concrete, 3 -in. of 2 asphalt-rubber gap graded mixture (ARAC), and 0.5-in. of asphalt-rubber open graded

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National Center for Asphalt Technology

Air voids are an important parameter in asphalt pavement construction. If air voids are too high or too low, pavement life can be reduced. The objective of NCHRP Project 20-50 (18) was to determine the effects of as-constructed air voids on performance using field data from the Long-Term Pavement Performance (LTPP) program.

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PDF Development of a Procedure for Correcting Skid-Resistance

The skid resistance of bituminous pavements in­ creases in the first 1 or 2 years as the bitumen at the surface is worn away. After this conditioning period, the skid resistance tends to decrease over the years depending on factors such as traffic, mix­ ture design, aggregate properties, and the environ­ ment.

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US20150142369A1 - Prediction of california bearing ratio

A typical pavement structure is shown schematically in FIG. 1, wherein a surface course 10 of asphalt, Portland cement, or the like, is placed on top of a base course 20 normally consisting of a mixture of aggregates such as sand, gravel, or crushed stone fastened together by cement. These may be compacted or stabilized by lime, Portland cement

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TRB Superpave Abstracts 2003 - Purdue University

Four types of asphalt mixtures with 6.1% and 7.2% design asphalt contents using unmodified and SBS modified asphalt cement were produced in the laboratory. Tests performed with the Superpave IDT included repeated load fracture test, healing test, strength tests at two loading rates, as well as longer-term creep tests to failure.

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PDF Louisiana Transportation Research Center

Twenty-two asphalt pavement test sections (each of 1000-ft. long) were selected for this study. The wearing course mixtures of the selected pavement sections contained eight DOTD commonly-used aggregate sources and four typical mix types: 12.5-mm and 19-mm Superpave, Stone Matrix Asphalt (SMA) and Open Graded Friction Course (OGFC). Field tests

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PDF Asphalt Research Consortium Strategic Plan 05 14 07

Prediction of moisture damage susceptibility. concentration of recycled asphalt mixtures, emulsions, or warm mixture additives. • Comparative pavement validation sites on public highways in cooperation with State DOT's or at accelerated load facilities that will be constructed and monitored under the

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