Find research datasets worth reusing

opencc-by-4.0Jul 2020View details →

ds-uct-007: Asphalt Concrete: X-Ray micro-CT of an asphalt concrete sample.

Summary: .X-Ray micro-computed tomography (micro-CT) of an asphalt concrete sample, including both raw projection data and the final reconstructions, for one single resolution (voxel size of 7 μm). .The 3D image was generated with an X-Ray micro-CT Scanner version Xradia Versa 510 from Zeiss performed by A Pereira at the UFF micro-CT Facility. .Image data segmented with four different segmentation techniques: DL (Deep Learning), ML (Machine Learning), TH (Thresholding) and WS (Watershed). .For use of these data, please remember to cite the DOI of the Zenodo repository and relevant papers. Details: .Tomo - Voxel size: 7 μm; Sample-source: 31 mm; Sample-detector: 274.25 mm; Optical magnification: 0.4X; Filter: LE#6; Beam energy: 100 kV; Power: 9 W; Exposure time: 4.0 sec; Projections: 1600. Contents: ._info_ds-uct-007.txt .ds-uct-007_asphalt_concrete_07um_16bits.zip .ds-uct-007_asphalt_concrete_07um_1600p.txrm .ds-uct-007_asphalt_concrete_07um_1600p_Drift.txrm .ds-uct-007_asphalt_concrete_07um_1600p_recon.txm .ds-uct-007_asphalt_concrete_07um_DL.zip .ds-uct-007_asphalt_concrete_07um_ML.zip .ds-uct-007_asphalt_concrete_07um_TH32.zip .ds-uct-007_asphalt_concrete_07um_WS.zip

opencc-by-4.0Oct 2023View details →

Stiffness Moduli Modelling and Prediction in Four-Point Bending of Asphalt Mixtures: A Machine Learning-Based Framework within Weave-UNISONO 2021 project, NCN project No 2021/03/Y/ST8/00079, and GACR project GA22-04047K

<div>Summary:</div> <div>Two selected mixtures were thoroughly investigated in an experimental trial carried out by means of a four-point bending test (4PBT) apparatus. The mixtures were prepared using spilite aggregate, a conventional 50/70 penetration grade bitumen, and limestone filler. Their stiffness moduli (SM) were determined while samples were exposed to 11 loading frequencies (from 0.1 to 50 Hz) and 4 testing temperatures (from 0 to 30 °C). Observations were recorded and used to develop a machine learning (ML) model. The main scope was the prediction of the stiffness moduli based on the volumetric properties and testing conditions of the corresponding mixtures, which would provide the advantage of reducing the laboratory efforts required to determine them.</div> <div> </div> <div>The dataset includes:</div> <div>Characteristics of bituminous binder, CSV raw data</div> <div> <ul> <li>bituminous binder.csv</li> </ul> </div> <div>Grading curves of tested asphalt mixtures</div> <ul> <li>AML16 Grading curves.csv</li> <li>AMP22 Grading curves.csv</li> </ul> <div>Volumetric characterizations of AML16 and AMP22 mixtures</div> <ul> <li>AML16 Volumetric characterizations.csv</li> <li>AMP22 Volumetric characterizations.csv</li> </ul> <div>Outcomes of the 4PBT experimental trial carried out on AML16 and AMP22 mixtures</div> <ul> <li>AML16 Stiffness Modulus 4PB.csv</li> <li>AMP22 Stiffness Modulus 4PB.csv</li> </ul>

opencc-by-4.0Feb 2019View details →

Evaluation of Materials for Asphalt Mixture Performance, Semi-Circular Bend Laboratory Tests

A study was conducted to evaluate the repeatability of the Flexibility Index of asphalt mixtures obtained according to AASHTO TP-124-16.  Three asphalt concrete samples were mixed and compacted using the Superpave Gyratory Compactor in one laboratory.  The samples were then cut to specific dimensions for semi-circular bend testing based on the AASHTO Specifications at a single laboratory using a dedicated cutting equipment.  The samples were randomized and distributed equally among three different testing labs. The process was repeated three times and in some instances the rate of loading was varied. This experiment allowed to study the repeatability of the the Flexibility Index

opencc-by-4.0Feb 2019View details →

Evaluation of Materials for Asphalt Mixture Performance, Semi-Circular Bend Field Material

The data contained herein is part of a study conducted with support from the Utah Department of Transportation.  In the study, seven asphalt mixtures from across the state of Utah were collected at the plant (prior to delivery) and at laydown (prior to compaction).  The mixtures were sealed in metal containers and brought to three different laboratories where the asphalt mixtures were compacted using a Superpave gyratory compactor into cylinders.  Each cylinder was cut using a masonry saw to create semi-circular samples with a notch in the middle based on the specification from AASHTO T124-16.  The samples were tested following the procedures outlined in the specification with some exceptions where the loading rate was changed.  The results were used to developed specification limits.

opencc-by-4.0Mar 2023View details →

X-ray tomographic datasets associated with the article "Pore space of in-situ semi-dense asphalt: A characterization by X-ray tomography" (DOI: 10.1016/j.conbuildmat.2024.139091)

This Zenodo repository provides two sets of 3D images, which constitute part of the dataset base for the article titled "Pore space of in-situ semi-dense asphalt: A characterization by X-ray tomography", written by the same authors cited here, together with other co-authors. The article is published in the journal "Construction and Building Materials". It can be reached via the following URL: <a href="https://doi.org/10.1016/j.conbuildmat.2024.139091" target="_blank" rel="noopener">https://doi.org/10.1016/j.conbuildmat.2024.139091</a>. The core specimens were obtained in 2019 from semi-dense asphalt (SDA) pavement sections located in the Swiss Canton of Zürich. For each of three pavement sections, labelled in the following as SDA4-1yr, SD4-5yr and SDA8, 100 mm diameter cores were extracted, both inside (I) and outside (O) of the wheel path, in order to see the effect of the traffic load on the pore space characteristics. Out of the original cores for the SDA4 pavements, 5 30 mm diameter sub-cores were drilled out of their centers, both in- and out-of the wheel path, and investigated with X-ray tomography. Only 1 30 mm core was analyzed for SDA8, both in- and out- of the wheel path. The asphalt in that pavement type has lower porosity, making it less interesting from the sound absorption viewpoint. The whole dataset consists of .7z archive files. Such files have the following designations: SDA_J_K_L_Tomogram.7z or SDA_J_K_L_PoreSpaceBinTomogram.7z, where J = 1,2, K = I,O and L = 1,2,3,4,5. When referring to the specimen naming within the corresponding article, the first index, J, refers to the specimen "age": J = 1 indicates the 1-year old specimens (called SDA4-1yr within the article); J = 2 refers to the 5-year old ones (SDA4-5yr). The second index, K, refers to the location of the specimen within the pavement section course ("I" for in-wheel path and "O" for out-of-wheel path). The final index L just enumerates the distinct specimens of the same group. There are two additional groups of archive files: LNA_I_Tomogram.7z/LNA_I_PoreSpaceBinTomogram.7z refers to the single in-wheel-path, 7-year old specimen (called SDA8 within the article); LNA_O_Tomogram.7z/LNA_O_PoreSpaceBinTomogram.7z refers to the single out-of-wheel path, 7-year old specimen. The two sets/types of 3D images can be recognized by the different file naming. The first set includes the raw X-ray tomograms of the 22 specimens analyzed. Each tomogram is stored in the form of a "stack" (or series) of 16-bit unsigned integer 2D TIFF image file, being one 2D cross-section (also called "slice", in tomographic jargon) from the "tomographed" volume. Such slices are contained in a folder. The folder was then archived in a .7z archive file. The second set of 3D images is characterized by the filename pattern SDA_J_K_L_PoreSpaceBinTomogram.7z. Each zipped folder contains the slices of the binary tomogram of the whole pore space of the respective specimen, segmented according with the 3d image analysis workflow described within the article. Each slice of such tomogram was stored as a 8-bit unsigned integer 2D TIFF image file, whose pixels can have only two possible values: 255, if the pixel is inside the segmented pore space; 0 if the pixel is outside it. Almost all of the acquired tomograms have an isotropic voxel size of 0.0214 mm, meaning that each slice is separated in space from the next one by such distance. The samples SDA_2_O_1 and SDA_2_I_1 have a voxel size of 0.0220 mm, while the sample LNA_I has a voxel size of 0.0223 mm.

Fig. 7 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 7. Sketches of the orthoconic nautiloid specimen BSPG 2011 0002 from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA illustrating the distribution and formation of cameral deposits. A. Thin section illustrating the bite marks on the dorsal (left) and ventral (right) sides of the conch, the pre− and post−attack cameral deposits, and the post−mortem deposits. The dorsal septum was partly cut off during sectioning. A1, photograph, A2, explanatory sketch drawing. B. Sketch drawing illustrating the distribution of the several mineralogies/materials (HMC, aragonite, siphuncle, hydrocarbons and sediment). C. Hypothetical precipitation of the cameral deposits. C1, C2 before, C3 at the time, and C4–C6 after the attack. For abbreviations and colours used see A. Note that the drawing is prepared from the thin section illustrated in A1 and thus, effects of the cut through the specimen also play a role in the distribution of deposits and the individual parts of the specimen. The interpretation of the precipitation is based on thin sections, serial sections and observation in SEM. Before the attack: C1, the two chambers of the specimen with layers 1 and 2 (black deposit) and an intact siphuncle; the "?" denotes the suggested trend of the deposit in this area; C2, layers 3 (cauliflower−like deposits) and 4 (light brown deposits) are deposited and in the siphuncle the first deposits (layer 5) are precipitated. The attack: C3, damage marks on both sides of the specimen; on the right (ventral) the mark penetrates the cameral deposits layer 1 to 4 (see Fig. 4A). After the attack: C4, deposition of the unusual dark brown cameral deposits (layer 6) in the orad chamber; further growth of the deposits in the orad siphuncle (note: whether these deposited had grown further same time as the dark brown deposits were precipitated cannot be stated without doubt); C5, precipitation of the latest deposits in the chambers (layer 7), mainly at the siphuncle (layer 7) and in the siphuncle (note: the deposits might have started growing in this stage, see also comment on C4). Post−mortem: C6, intrusion of hydrocarbons and sediment; precipitation of calcite cements and diagenesis.

Fig. 6 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 6. Thin sections of the orthoconic nautiloid specimen BSPG 2011 0002 from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA illustrating the whitish (layers 3 and 4) and dark brown deposits (layer 6). A. Layer 4 illustrating the alternation of lighter granular and darker fibrous layers. B. Cauliflower−like to semi−spherical dark brown deposits (layer 6) in the adoral chamber overlying the whitish deposits illustrating the abrupt change in cameral deposition. C. Adoral septum with early deposits, whitish deposits and the dark brown deposits. D. Layered dark brown deposits in the orad chamber. E. Whitish and dark brown deposits in the adoral chamber illustrating the abrupt change in deposition. F. Dark brown deposits showing the alternation of light mineral layers and darker more organic layers.

Fig. 4 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 4. Details of shell wall of the orthoconic nautiloid specimen BSPG 2011 0002 from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA. A. Venter showing the damage on the shell filled with sediment and proving that the damage extends through layer 1, thus opening the chamber for seawater, this establishes that alteration of the original cameral fluid was possible. B. Large spherical dark brownish deposits (layer 6; that the deposit directly above the bite mark appears whitish is an effect of the imaging technique; compare with thin section in Fig. 7A1). C. Siphuncular and cameral deposits in the adapical chamber; siphuncular deposits are best preserved at the adoral end of the chamber inside the connecting ring and adjacent to the ventral side of the septal neck. D. Fragmented siphuncle in the apical chamber with late post−mortem cement filling. Within the connecting ring there are blocky cements, hydrocarbons and some sediment, on the outside outer surface of the connecting ring cameral deposits are present. E. Preserved (circle on the right) and diagenetically altered (circle on the left) aragonite of the middle septum. Hydrocarbons partly cover the nacreous structure. F. Sector of the thin section in Fig. 7A1 illustrating the area of the ventral hole. In the upper right, the boundary between the dark brown cameral deposits is visible (arrow b). On the left and right of the hole the cauliflower−like layer 3 is present, identical structures are missing directly above the bite. On the left and right of and above the hole are the black deposit is present, but this layer is missing within the hole (arrows a). Vertical cracks (arrows c) through the whitish layer (layers 3 and 4) indicate that external pressure was exerted from the outside of the shell. On the right above the bite the whitish deposits shows a structure suggesting that the part left of the crack was moved upward (arrow d).

Fig. 1 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 1. Setting and features of Oklahoma and the Buckhorn Asphalt Quarry. A. Geographical position of Oklahoma (modified after www.stepmap.de). B. Section of Oklahoma with the Buckhorn Asphalt Quarry northeast of the Arbuckle Mountains (indicated with the arrow and the dot); inserted sketch of the geographical position of Sulphur and the Buckhorn Asphalt Quarry area (marked with a star). C. Main section of Oklahoma with the "asphalt belt" of Oklahoma and the Buckhorn Asphalt Quarry within this belt (marked with the oval); modified after Hutchinson (1911: 5). D. Hydrocarbon−soaked cephalopod coquina with an orthoconic (on) and a coiled nautiloid (cn) specimen.

Fig. 3 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 3. Various orthoconic nautiloid specimens from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA: BSPG 2011 0003 (A), BSPG 2011 0004 (B), BSPG 2011 0005 (C), BSPG 2011 0006 (D), BSPG 2011 0007 (E), BSPG 2011 0008 (F), BSPG 2011 0009 (G), and BSPG 2011 0010 (H) representing at least two different undetermined genera with normal, but in part diagenetically altered cameral deposits. Generic determination is difficult because the outer test is missing and the siphuncle is not well preserved or absent and is not aim of this study. Scale bars 1 mm.

Fig. 5 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 5. Thin sections of the orthoconic nautiloid specimen BSPG 2011 0002 from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA illustrating the whitish cameral deposits (layers 3 and 4) in adoral and adapical chambers. A. Adapical septum, altered early deposits and black deposit overlain by the cauliflower−shaped and laminated whitish cameral deposits in the older chamber. B. Ventral side of the conch with the middle septum, early cameral deposits, the black deposit and the whitish deposits. C. Middle septum with ventral side of the siphuncle of the adapical and adoral chambers; hypo− and episeptal deposits and the black deposit; in the siphuncle sediment and siphuncular deposits are present; in the adapical chamber the filling with hydrocarbons is obvious. D. Ventral side of the adapical chamber with cameral deposits and hydrocarbon filling. E. Whitish cameral deposits and black deposit in the adapical chamber. F. Whitish cameral deposit illustrating the alternation of lighter and darker layers and the grading into darker later deposits of layer 4.

Fig. 2. Investigated orthoconic nautiloid specimen BSPG 2011 0002 in Exceptional cameral deposits in a sublethally injured Carboniferous orthoconic nautiloid from the Buckhorn Asphalt Lagerstätte in Oklahoma, USA

Fig. 2. Investigated orthoconic nautiloid specimen BSPG 2011 0002 from the Carboniferous Buckhorn Asphalt Quarry, Oklahoma, USA with nacreous shine and one of the marks on the conch (dorsal side of the phragmocone). In the middle of this mark a septum is visible (marked with an arrow).

opencc-by-4.0Dec 2022View details →

CAP1 - Planning and control of asphalt production - Planning algorithm implemented in R

CAP1- Planning and Optimization of Asphalt Production The cognitive planning solution for asphalt production consists of a planning decision tool that, from the sensors data installed in the plant and contributing to the planning reference implementation layer of the CAP, allows to decide the right moment to start the production and the necessary adjustments to get the asphalt mix to leave the production plant to the asphalt application area in the optimal conditions (temperature mainly). It takes into account the industrial data streams coming from both the local control system located at the asphalt use case and the data coming from the new different sensors that have been connected to the local datalogger also available at the asphalt production plant and as part of this project development. The implementation of the cognitive system of production planning and optimization gathers all the data coming from the cognitive sensors developed in the project (as the content of bitumen or filler present in the asphalt mix) and any other sensors already installed alongside, with data coming from the laboratory if needed. It is needed to perform two types of calculations: <ul> <li>A mass balance both at the dryer and mixing process on a daily basis and for each type of asphalt mix design (a recipe containing the proportions of each ingredient, the aggregates, bitumen and recycled asphalt).</li> <li>A thermal balance also both at the dryer (heating up the cold aggregates) and mixing of the hot aggregates, the bitumen and the cold RAP (recycled asphalt). Both processes have a temperature set point. For the drying, there is a temperature safety limit to not damage the baghouse filter. For the mixing, the temperature is set by the asphalt mix design so the final mix is transported and laid out at the job site at a minimum temperature.</li> </ul> The advanced calculation of the mass balance throughout all the production chain is performed including the continuous part of it (aggregates drying process) and the batch one (mix tower). This mass balance is made up of the different calculations that can be performed using all the available data and taking into consideration both, stationary and dynamic (transitory) mass balances like mass balance of aggregates in the dryer, mass balance in the baghouse filter, mass balance in the bucket elevator to the mixing tower, mass balance in the upper sieves and in the hot aggregates hoppers and eventually the mass balance in the mixer taking into account the different additives (including RAP, bitumen, etc.). Also, the different recipes production historical data is used as a basis for the calculations of this tool.

opencc-by-4.0Dec 2022View details →

CAP1 - Planning and control of asphalt production - Thermal balance data (.xlsx)

opencc-by-4.0Sep 2023View details →

Analysis of Effective Stiffness and Anisotropy of AC 16 Asphalt Mixture within NCN project Weave-UNISONO 2021, project No 2021/03/Y/ST8/00079

Summary: The internal structure of the AC 16 (asphalt concrete mixture) was divided into the mortar phase and the mineral aggregate phase. Static creep tests using the Bending Beam Rheometer were conducted for the mortar phase to fit the rheological model. The aggregate arrangement and orientation were analysed using ImageJ software for the mineral phase. The Finite Element Method (FEM using ABACUS software) meshes were prepared based on images with an assumption of plane strain in 2D formulation. Using the FEM model, the tension/compression tests using selected characteristic directions were conducted, and the effective constrained stiffness moduli were estimated. The dataset includes: <ul> <li>TIFF input and output image of AC16 lateral surface, txt output results file <ul> <li>xz_AC_16 lateral surface_areas colour.tiff</li> <li>xz_AC_16 lateral surface.tiff</li> <li>xz_AC_16 lateral surface ImageJ - results.txt</li> </ul> </li> <li>grey TIFF image for plot profile <ul> <li>grey image for plot profile.tif</li> </ul> </li> <li>BBR test results, CSV raw data <ul> <li>sample 1 mortar.csv</li> <li>sample 2 mortar.csv</li> </ul> </li> <li>Input images: scan in xy plane and scan in xz plane <ul> <li>xy_AC_16 mel-dol.tif</li> <li>xy_AC_16.tif</li> <li>xy_AC_16 ImageJ - results.txt</li> <li>xz_AC_16 mel_dol.tif</li> <li>xz_AC_16.tif</li> <li>xz_AC_16 ImageJ - results.txt</li> </ul> </li> <li>Abaqus Input Files – horizontal and vertical tension <ul> <li>xy_AC_16_horizontal_tension.txt</li> <li>xy_AC_16_vertical_tension.txt</li> <li>xz_yz_AC_16_horizontal_tension.txt</li> <li>xz_yz_AC_16_vertical_tension.txt</li> </ul> </li> </ul>

opencc-by-4.0Apr 2024View details →

Asphalt concrete high-quality images

Dataset containing high-quality (4000x6000 pixels) images of  asphalt concrete AC16 specimens. The images can serve as the input for the digital microstructure recognition using the image processing. After transferring the geometry to the vector graphics, it can be further processed for the purposes of the numerical modeling. A controlled geometry simplification can facilitate finite element analysis due to NDOF reduction. Provided dataset was used for the asphalt concrete digital microstructure recognition within the National Science Center (in Polish: Narodowe Centrum Nauki) project MINIATURA 5, DEC-2021/05/X/ST8/00682. Financial support of the National Science Center (Poland) is kindly acknowledged.

opencc-by-3.0-atNov 2021View details →

Material flow analysis of asphalt used in roads for an Austrian municipality

Circular economy gain increasing popularity to ensure a sustainable development. The road construction sector has a major contribution to the circular approach as asphalt has high recycling rates and waste materials have potential application in the production of asphalt mixtures. A study on the asphalt flow in an Austrian municipality was conducted and the underlying material flow analysis model and primary data construction and demolition data of the study are presented. In addition, transfer coefficients and the particle emission model are included.

opencc-by-4.0Jul 2021View details →

Development of Cost-Effective High-Modulus Asphalt 5. Report Date Aug. 2021 Concrete (HMAC) Mixtures Using Crumb Rubber and Local Construction Materials in Louisiana

One of the emerging solutions to enhance the durability of asphalt pavements is the use of a French asphalt mix known as “High-Modulus Asphalt Concrete (HMAC).” This mix uses a hard asphalt binder, high binder content (about 6%), and low air voids content as compared to Superpave mixtures. The key objective of this study was to develop a cost-effective HMAC mixture using crumb rubber and local materials in Louisiana. To achieve this objective, four HMAC mixtures were prepared using two asphalt binders (PG 82-22 and PG 76-22 plus 10% crumb rubber) and two Reclaimed Asphalt Pavement (RAP) contents (20% and 40%); additionally, a conventional Superpave mixture in Louisiana was prepared as a control mixture. The laboratory performance of these five mixtures was evaluated in terms of workability, dynamic modulus, rutting resistance, and cracking resistance. The AASHTOWare Pavement ME Design software was also used to estimate the long-term field performance of these mixtures. Results indicated that the HMAC mixture prepared with 10% crumb rubber and 20% RAP successfully met the French mix design specifications for HMAC and LaDOTD specifications. This HMAC mix outperformed the control Superpave mix in terms of dynamic modulus, rutting resistance, and cracking resistance. Additionally, this HMAC mixture can reduce the required asphalt thickness by 1.5 or 2 inches based on traffic level. The cost-effectiveness analysis indicated that this HMAC mixture was more costeffective than conventional Superpave mixtures in Louisiana. In addition, this mixture is environmentallyfriendly since it can reduce the disposal of scrap tires in landfills.

opencc-by-4.0Jul 2021View details →

Effectiveness of Softening Agents for Enhancing Properties of Asphalt Mixes with High RAP Contents

A high percentage of reclaimed asphalt pavement (RAP) in new asphalt concrete can lead to developing premature failure of asphalt pavements due to fatigue or low-temperature cracking. The use of softening agents in asphalt binders can resolve these problems. The aim of this study is to evaluate the effectiveness of softening agents for enhancing the properties of asphalt mixes with high RAP contents. Two waste products, namely, waste cooking oil (WCO), and engine bottom oil (EBO) along with a commercially produced rejuvenator were investigated in this study. The following three types of Performance Grade (PG) binders, each collected from two different sources, were considered in this study: PG 64-22, PG 70-22, and PG 76-22. These PG binders blended with different amounts (0, 15, 25, 40, and 60%) of RAP binders were rejuvenated with different dosages (0, 10, 15, and 20%) of the selected softening agents. Empirical tests (e.g., penetration and pH), Superpave tests, Atomic Force Microscope (AFM), Scanning Electron Microscope (SEM), Fourier Transform Infrared Spectroscopy (FTIR), and limited laboratory and field performance of asphalt mixture samples were also evaluated. It was found that the rejuvenators reduced the viscosity of the binder samples. The results showed that the rejuvenated binders reduce the production temperatures as well as the brittleness of the hard binders. The AFM results showed that modulus and deformation values of rejuvenated binders were significantly less than those of their unrejuvenated counterparts. Similarly, distinct peaks were observed in the FTIR peaks due to the rejuvenation. The findings of this study will help pavement professionals in selecting suitable rejuvenators in the construction of pavements with high RAP contents.