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The present study was undertaken to investigate the impact of a unique combination of fillers on interfacial bond strength and moisture-induced damage potential of asphalt mastic. One asphalt binder (AC-30), three fillers including Basalt (B), Hydrated Lime (HL), and Nano-Hydrated lime (NHL) were selected to prepare asphalt mastics for a wide range of filler-binder (f/b) ratio (0.6 to 1.2). The dosages of HL and NHL were considered 0%, 5%, 10%, 15%, and 20% by weight of asphalt binder, and the dosage of B filler was adjusted to meet the respective f/b ratio. The interfacial bond strength and moisture-induced damage potential of asphalt mastic specimens were determined using the Bitumen Bond Strength (BBS) test. The BBS test parameters inferred that both B-HL and B-NHL filler combinations can enhance the bond strength and moisture damage resistance of asphalt mastic. Besides, asphalt mastic composed of B-NHL filler can be less susceptible to bond failure and moisture damage with improved adhesion and cohesion properties than B-HL filler. Additionally, asphalt mastic composed of a lower percentage (10%–15%) of NHL filler showed better bond strength and moisture damage resistance over mastic composed of a higher percentage (15%–20%) of HL filler. Asphalt mastic prepared with an f/b ratio less than 1.0 was found to be suitable to achieve better performance considering the moisture-induced damage properties. Grey relational analysis (GRA) method was used to analyze the correlation degree between filler properties and moisture damage properties of asphalt mastics. Based on the GRA results, Rigden voids and specific surface area are suggested to be the two most influential properties on the moisture-induced damage potential of asphalt mastic.

The present study was carried out to evaluate effects of regular sized hydrated lime (RHL) and Nano-sized hydrated lime (NHL) on rutting resistance performance of asphalt mastic related to stiffnes...

The interaction between tire rubber and pavement surface depends upon their surface characteristics and physical properties. Presence of water on the pavement surface aggravates the interaction and decreases the skid resistance drastically. Due to the interfacial water, the real contact area between pavement and tire decreases, which leads to decreased Coefficient of Friction (CoF). It is reported that CoF in this triphasic system (tire- water – pavement) can be derived from three components: hysterical, dry adhesion (tire-pavement) and wet adhesion (tire- water – pavement). The present study analyses a mechanistic-empirical model to evaluate the CoF between pavement and tire in wet conditions considering Surface Free Energy (SFE) characteristics of materials. The present study was conducted on five distinct types of rubber samples prevalent in Indian condition with basalt rock chosen as the surface mimicking pavement. Physical properties of the rubber samples (Hardness, material yield strength and tan delta values) were determined according to the ASTM standards. SFE parameters were calculated by measuring the contact angles using Sessile drop method. Surface roughness of basalt aggregate was measured using a Zeta Profilometer. Actual friction coefficient was measured using British pendulum (BP) tester under wet conditions. Further, theoretical CoF was calculated by inputting the experimental material properties into mathematical model. The results showed that the wet adhesive friction was the main contributor to the theoretical CoF, whereas dry adhesive friction was the least. Also, the correlation between actual CoF and the material properties was tried. The actual CoF showed fairly good correlation with the hardness of the rubber samples (R2 = 0.95). The study concludes that the SFE based model to determine friction coefficient between wet pavement and road shows potential to ascertain the frictional interactions taking place between the two surfaces.

The present investigation was carried out to understand the effectiveness of Chitin (Ch) on thermal susceptibility, rheological and ageing resistivity behaviour of Sulphur (S) modified bitumen bind...

The present study evaluates effects of regular sized hydrated lime (RHL) and nano sized hydrated lime (NHL) on fatigue and bond strength of asphalt mastic. The asphalt mastics were produced in the laboratory using AC-30 binder with different combinations of basalt–RHL, and basalt–NHL fillers. The dosages of RHL and NHL were selected as 0%, 5%, 10%, 15%, and 20% by weight of asphalt binder, and the percentage of basalt filler was adjusted accordingly. Filler to binder (F/B) ratio was selected as 0.8 (by mass ratio) for all mastic sample preparation. The fatigue damage behavior (number of cycles to fatigue damage/failure) of asphalt mastic was evaluated using a linear amplitude sweep (LAS) test. Further, the interfacial bond strengths of asphalt mastic and aggregate samples were evaluated using the bitumen bond strength (BBS) test. Overall test results indicate that mineralogy, surface area, and interaction properties of RHL and NHL fillers have a significant effect on fatigue, bond strength, and moisture damage performance of asphalt mastic. The results from the LAS test showed that NHL filler predominantly enhanced the fatigue life of asphalt mastic as compared with RHL filler. BBS test results imply that the contribution of NHL filler is significant over RHL filler in improving the bond strength and moisture damage resistance of asphalt mastic. Overall asphalt mastic with 20% NHL filler had better fatigue life, bond strength, and moisture damage performance over mastic with other percentages of RHL or NHL fillers.

In order to enhance the properties of base bitumen so as to improve the performance of bituminous mixture, it has been a common practice to modify the bitumen by adding some modifiers. Sulphur has been reported to be an effective extender for conventional bitumen. This study was attempted to develop a modified binder in the laboratory using VG-30 bitumen with sulphur (S) and study the effects of 'S' on the viscosity, rheological, penetration index and storage stability with effects of short and long term aging. The rheological study includes rutting, fatigue, master curve and Multiple Stress Creep Recovery (MSCR) test using Dynamic Shear Rheometer (DSR). It is observed that the modification of VG-30 with 2% of 'S' by weight at 140 degrees C temperature for about 60 min, resulted in homogeneous modified bitumen binder. The Superpave rutting parameter (G*/Sin delta) and MSCR test results showed that, SMB-2S (VG-30 + 2% S) and SMB-3S (VG-30 + 3% S) binder exhibited better rut resistance performance, especially at high temperature. However, SMB-2S showed relatively lower value of Superpave fatigue factor and aging index value than SMB-3S, implying superior performance in fatigue and aging resistance behavior, respectively. Storage stability test results showed that modification with 2% S possessed better compatibility in bitumen matrix. Thus, it can be stated that the SMB-2S showed superior rheological and storage stability properties that can satisfy the requirements for resisting the rutting and fatigue cracking. (C) 2017 Elsevier Ltd. All rights reserved.

The present study was undertaken to evaluate rutting, fracture and thermal cracking resistance behavior of asphalt mastic containing inert and active fillers. A control neat binder (AC-30) along with basalt (B) as an inert filler and hydrated lime (HL) as active filler were selected in this study. The asphalt mastics were prepared for different percentages of HL (5, 10, 15 and 20%) filler, in such a way that Filler to Binder (F/B) ratio becomes 0.8. A total of five combinations of asphalt mastic were prepared such as: AC-30 + 80% B + 0% HL, AC-30 + 75% B + 5%HL, AC-30 + 70% B + 10%HL, AC-30 + 65% B + 15%HL, and AC-30 + 60% B + 20% HL. The rutting, fracture and thermal cracking resistance of asphalt mastics was evaluated using Superpave rutting factor parameter, Double Edge Notched Tension (DENT) and Bending Beam Rheometer (BBR), respectively. Influence of HL on the, performance of neat asphalt mastic was observed to be predominant in high-temperature range as obtained from the G*/Sin delta value. The aging resistivity of asphalt mastic increased with the inclusion of HL, indicating a better rutting performance of asphalt mastic. The intermediate-temperature performance of asphalt mastic with HL was found to be higher compared to neat asphalt mastic from Critical Tip Opening Displacement (CTOD) results, implying better resistance to fracture. The addition of HL increased the low-temperature performance of asphalt mastic obtained from S(t) and m(t) values with S(t) and E(t) master curve, indicating enhanced resistance to thermal cracking. The combined effect of B and HL filler on the G*/Sin delta, CTOD, S(t), m(t) and E(t) parameters are presented in this study. In addition, ranking of asphalt mastics based on various parameters (i.e. CTOD and m(t)) is discussed in this paper. (C) 2017 Elsevier Ltd. All rights reserved.

The present study is attempted to explore and evaluate the feasibility of modeling technique for the prediction of congestion indices under heterogeneous traffic conditions at Bhubaneswar city near Patia region. Congestion prediction is attempted under heterogeneous traffic conditions in order to determine their feasibility under the Indian traffic scenario and proposes suggestions of implementing congestion solutions. Two urban road stretches of Patia region of Bhubaneswar city was considered as study area. Survey was conducted for morning peak hours considered from 8:00 a.m. to 11:00 a.m. by video graphic survey. Similarly, survey was conducted for evening peak hours considered from 5:00 p.m. to 7:00 p.m. By synchronizing videos, traffic volume and travel time was obtained which were required for the measure of congestion indices. The average travel time was calculated. Buffer time index, travel time index, and planning time index were estimated. Congestion indices for each direction and each road were evaluated from above parameters. Impact of lane discipline on different congestion indices is analyzed. Formulation of buffer index, travel time index, and planning time index are done to evaluate the various impacts on traffic conditions using nonlinear regression modeling. Average travel time and 95th percentile travel time of different category of vehicles were calculated for each section of road network system for the direction of traffic without considering the lane behavior. Effect of lane discipline on congestion indices of road system was studied. The prime focus of the study relies on congestion indices in terms of travel time reliability measures to find the operational efficiency of urban road network in Bhubaneswar city.

This study evaluates fracture and toughness behavior of different types of mastics prepared using polymer-modified asphalt (PMA) and crumb rubber–modified asphalt (CRMA), in combination with basalt (B) and hydrated lime (HL) fillers. The asphalt mastics were prepared for filler to binder (F/B) ratio of 0.6 and 1.0. For F/B = 0.6, 2 combinations of mastic, namely, B = 60 % and HL = 0 % and B = 40 % and HL = 20 %, were prepared using PMA and CRMA asphalt binders. Likewise, for F/B = 1, 2 combinations of mastic, namely, B = 100 % and HL = 0 % and B = 80 % and HL = 20 %, were prepared using PMA and CRMA asphalt binders. Therefore, four different asphaltic mastic were prepared for PMA and CRMA to understand performance of asphalt mastic with and without HL in combination with B fillers. The fracture and toughness behavior of asphalt mastic was investigated using double-edge-notched tension (DENT) and force ductility (FD) test, respectively. The overall test results infer that, in addition to nature of fillers, filler quantity and type of binders have significant impact on the fracture and toughness potential of asphalt mastic at intermediate and sub-intermediate temperature. The DENT test results indicate that the inclusion of HL had an effective contribution in enhancing the fracture resistance of base PMA mastic prepared with low F/B ratio (0.6), whereas the addition of HL filler did not show improvement in the fracture resistance potential of the base CRMA mastic. Similarly, the toughness ratio signifies that the cracking resistance potential of PMA and CRMA mastics can be improved with the addition of HL filler irrespective of F/B ratio.

The present study evaluates the impacts of Nano hydrated lime filler (NHL) on fatigue damage potential of asphalt mastic and a comparative analysis with hydrated lime filler (HL). The study utilizes a control grade AC-30 binder with basalt (B), HL, and NHL fillers for production of asphalt mastic specimen. The dosages of HL and NHL fillers were selected as 0%, 5%, 10%, 15% and 20% by mass of AC-30 binder, and dosage of B filler were varied accordingly to maintain a particular filler to binder (f/b) ratio (0.6, 0.8, 1.0, 1.2, as per Superpave). A total of 36 different filler combinations (B, B-HL and B-NHL) were produced for all f/b ratios (0.6 to 1.2). The fatigue behavior of asphalt mastic at intermediate temperature (25 °C) was evaluated using the Temperature sweep and Linear amplitude sweep (LAS) test. Overall research outcomes infer that the reduction in the size of HL (NHL) fillers have a useful contribution to the fatigue damage potential of asphalt mastic. The Superpave fatigue factor and fatigue cycle parameter imply that both HL and NHL filler can enhance the resistance ability to withstand the fatigue damage of asphalt mastic. Besides, asphalt mastic composed of B-NHL filler can be less susceptible to higher degree of strain and hence, exhibited improved elastic properties than B-HL filler. Additionally, asphalt mastic composed of a lower percentage of NHL filler showed better resistance to intermediate temperature failure (fatigue damage) over mastic composed of a higher percentage of HL filler. On the contrary, 0.6–0.9f/b ratio was found to be suitable to achieve better performance of asphalt mastic considering stiffening effect and fatigue damage properties.

This paper investigates the influence of basalt (B) and hydrated lime (HL) fillers on the rheological and fracture performance behavior of asphalt mastics. A polymer modified asphalt (PMA) ...

This study presents the application of artificial neural networks (ANN) and least square support vector machine (LS-SVM) for prediction of Marshall parameters obtained from Marshall tests for waste polyethylene (PE) modified bituminous mixtures. Waste polyethylene in the form of fibres processed from utilized milk packets has been used to modify the bituminous mixes in order to improve their engineering properties. Marshall tests were carried out on mix specimens with variations in polyethylene and bitumen contents. It has been observed that the addition of waste polyethylene results in the improvement of Marshall characteristics such as stability, flow value and air voids, used to evaluate a bituminous mix. The proposed neural network (NN) model uses the quantities of ingredients used for preparation of Marshall specimens such as polyethylene, bitumen and aggregate in order to predict the Marshall stability, flow value and air voids obtained from the tests. Out of two techniques used, the NN based model is found to be compact, reliable and predictable when compared with LS-SVM model. A sensitivity analysis has been performed to identify the importance of the parameters considered.

This study investigates the influence of crumb rubber (CR) particles on the rheological and moisture damage properties of asphalt binder. A control neat asphalt binder (AC-10) and 30# CR are chosen for the preparation of CR-modified asphalt (CRMA) binder. A total of four different CR dosages (0, 5, 10, and 15 % by weight of binder) was selected for the preparation of four combinations of CRMA binder. The rheological performance of CRMA binders was investigated based on Superpave rutting parameter, multiple stress creep recovery, Superpave fatigue parameter, and linear amplitude sweep (LAS) test using dynamic shear rheometer. Moisture damage response of CRMA binder was evaluated using surface free energy and bitumen bond strength test. CR particles significantly enhanced rut resistance of neat asphalt binder at high temperatures with improved stiffness properties and elastic response. Superpave fatigue factor and LAS test results showed that CRMA binder containing a CR dosage up to 10 % has improved fatigue life and is less susceptible to strain amplitude at an intermediate temperature. CRMA binder with 5 % CR predominantly shows better resistance to moisture damage with good interfacial energy and compatibility ratio at the aggregate interface. However, BBS test results imply that the contribution of high dosages of CR (5 to 15 %) is significant in improving the bond strength and moisture damage resistance of CRMA binder.

The present study was undertaken to investigate the influence of Basalt (B), Hydrated Lime (HL), and Fly-Ash (FA) fillers on aging behavior based on the fracture properties of asphalt mastic. The asphalt mastic samples were prepared in the laboratory using an AC-30 asphalt binder with various combinations of B-HL and B-FA fillers by maintaining a constant filler-binder ratio of 0.8:1 (by mass ratio and 22.5 % by volume). The HL and FA contents were selected as 0 %, 5 %, 10 %, 15 %, and 20 % by the weight of the asphalt binder, and the content of B filler was adjusted accordingly. Correspondingly, three types of asphalt mastic samples, namely, unaged, short-term aged, and long-term aged were prepared in the present study to understand the effects of oxidative aging. Fracture properties of asphalt mastic samples were evaluated at an intermediate temperature using a Double Edge Notched Tension test. The analysis of fracture behavior includes the load-displacement curve pattern, Total Work of Fracture (TWF), Essential Work of Fracture (EWF), Plastic Work of Fracture (PWF), and Critical Tip Opening Displacement (CTOD) values. The results showed that nature, surface texture, mineralogy, and interaction ability of HL and FA fillers strongly influence the aging and fracture resistance of the asphalt mastic. The load-displacement curve pattern, TWF, and PWF values signify a clear indication of an increase in ductile behavior with the incorporation of HL or FA fillers. Similarly, the EWF and CTOD values showed that the inclusion of HL or FA fillers in the asphalt mastic enhanced the aging and fracture resistance behavior. The inclusion of the HL filler has a predominant impact in comparison to the FA filler in the enhancement of both the aging and fracture resistance of asphalt mastic.

The present study was undertaken to analyze the effect of Complex training with Core exercise programme on agility among male Soccer players. The investigator has selected sixty inter collegiate Soccer male players at random, from in around of Guntur district of Andhra Pradesh and their age ranged from 18-25 years. The subjects chosen for the study were divided into four equal groups and designated as experimental group ‘A’ experimental group ‘B’ experimental group ‘C’ and control group ‘D’. Complex training(CTG) were given to group ‘A’ Core exercise programme (CEPG) to group ‘B’ Complex training with Core exercise programme (CTCEPG) to group ‘C’ and the control (CG) to group ‘D’ were restricted to participate in any activities. The trainings were given for a period of twelve weeks on alternative days. The data were collected before and after the training period. The obtained data’s were analyzed by Analysis of Covariance (ANCOVA). The level of significant was fixed at 0.05 levels. Where ever the ‘F’ ratio was found significant scheffe’s post test was used for find out the significant differences among the adjusted paired mean. The results of the study showed that CTG, CEPG and CTEPG are significantly improved than CG. CTEPG is better than the CTG and CTCEPG. ABSTRACT

The present study was undertaken to analyze the effect of continuous running fartlek training and interval training on selected motor ability and physiological variables among male football players. The investigator has selected sixty inter collegiate football men players at random, their age ranged from 18–25 years. The subjects chosen for the study were divided into four equal groups and designated as experimental group ‘A’ experimental group ‘B’ experimental group ‘C’ and control group ‘D’. Continuous running were given to group ‘A’ Fartlek training group ‘B’ Interval training given to group ‘C’ and the control group ‘D’ were restricted to participate in any activities. The trainings were given for a period of twelve weeks. The data were collected before and after the training. The obtained data's were analyzed by Analysis of Covariance (ANCOVA). The level of significant was fixed at 0.05 levels. Where ever the ‘F’ ratio was found significant scheffe's post test was used for find out the significant differences among the paired mean. The results of the study showed that continuous running, fartlek training and interval training are significantly improved than control group.