This item is non-discoverable
Baran, Eray
Loading...
Name Variants
Eray, Baran
E., Baran
B., Eray
B.,Eray
E.,Baran
Baran, Eray
Baran,E.
E., Baran
B., Eray
B.,Eray
E.,Baran
Baran, Eray
Baran,E.
Job Title
Doçent Doktor
Email Address
Main Affiliation
Department of Civil Engineering
Status
Former Staff
Website
ORCID ID
Scopus Author ID
Turkish CoHE Profile ID
Google Scholar ID
WoS Researcher ID
Sustainable Development Goals Report Points
SDG data could not be loaded because of an error. Please refresh the page or try again later.
Scholarly Output
19
Articles
12
Citation Count
414
Supervised Theses
4
17 results
Scholarly Output Search Results
Now showing 1 - 10 of 17
Article Citation - WoS: 45Citation - Scopus: 56Behavior of Cold-Formed Steel Wall Panels Under Monotonic Horizontal Loading(Elsevier Sci Ltd, 2012) Baran, Eray; Alica, Cagatay; Department of Civil EngineeringThis paper summarizes the findings of an experimental study on cold-formed steel (CFS) wall panels with oriented strand board (OSB) sheathing. Static lateral load tests were conducted on a total of thirteen full-scale wall panel specimens to investigate the performance of CFS walls utilizing primarily the construction details used in Turkey. Experimental results revealed that the geometry of hold-down attachment used at the base of CFS wall panels to transfer tensile forces has a major effect on the overall behavior of the panels. Extensive damage was observed to occur in the hold-down attachment and in part of the bottom track adjacent to the hold-down, which prevented the wall panels to exhibit the stiffness associated with the main load resisting mechanisms. Tilting of the screws connecting the OSB sheathing to the CFS boundary framing members, as well as the separation of sheathing from the framing members were other commonly observed deformation modes. Existence of diagonal struts inside CFS frame was determined to cause a slight increase in load capacity and initial stiffness of the panels. It is also shown that the measured load capacity of wall panels can be predicted with an acceptable accuracy using design equations available in the literature. (C) 2012 Elsevier Ltd. All rights reserved.Article Citation - WoS: 4Citation - Scopus: 4Influence of the Proportion of Frp To Steel Reinforcement on the Strength and Ductility of Hybrid Reinforced Concrete Beams(Taylor & Francis Ltd, 2023) Kartal, Saruhan; Kalkan, Ilker; Mertol, Halit Cenan; Baran, Eray; Civil Engineering; Department of Civil EngineeringThe present study pertains to the influence of variation of FRP (Fiber Reinforced Polymer) proportion in tension reinforcement on the flexural behavior of RC beams with FRP and steel reinforcing bars. A total of 25 beams, including FRP-, steel- and hybrid FRP-steel reinforced ones, were tested to failure under four-point bending. Two types of FRP bars, GFRP (Glass Fiber Reinforced Polymer) and BFRP (Basalt Fiber Reinforced Polymer), were used and both over- and under-reinforced beams were tested. The beams in each group were designed to have close flexural capacities to fully reveal the effect of FRP proportion in the tension zone on beam ductility for a fixed bending capacity. A new analytical model was developed for estimating the bending capacities of beams. Different deformation and curvature ductility definitions were adopted and an energy-based definition, revealing the expected tendency in beam ductility, was determined. The test results revealed that the presence of even a single FRP bar in the tension zone results in reductions up to 40% in beam ductility as compared to the beam with full steel reinforcement. Each additional replacement of a steel bar with FRP was found to cause a further decrease up to 20% in beam ductility.Article Citation - WoS: 81Citation - Scopus: 100Effects of Cast-In Concrete Topping on Flexural Response of Precast Concrete Hollow-Core Slabs(Elsevier Sci Ltd, 2015) Baran, Eray; Department of Civil EngineeringResults of a study focusing on the flexural response of precast prestressed concrete hollow-core slabs with cast-in-place concrete topping are presented. The experimental part of the study included load testing of five precast concrete hollow-core units. The numerically determined flexural response of test specimens was later compared with the experimentally obtained behavior. Results demonstrate that a major composite action is valid between the hollow-core unit and the topping slab under load levels corresponding to uncracked state of the cross section. Existence of a topping slab resulted in improvements in the cracking moment and initial stiffness of hollow-core units. The beneficial effect of topping slab on the ultimate moment capacity was observed to be limited, mainly because of the loss of composite action prior to reaching the ultimate moment capacity. Horizontal shear strength at the interface between hollow-core unit and topping slab was determined (1) through limited number of pushoff load tests and (2) through calculations considering the load level corresponding to initiation of significant relative slip using the basic mechanics of materials approach and the simplified code expression. The measured and computed interface shear strength values were observed to be significantly lower than the horizontal shear strength values specified by the ACI and AASHTO Specifications. (C) 2015 Elsevier Ltd. All rights reserved.Conference Object Citation - Scopus: 0Improvement of Mechanical Performance in Different Concrete Applications Through Use of Steel Fibers(International Committee of the SCMT conferences, 2016) Baran,E.; Mertol,H.C.; Akis,T.; Civil Engineering; Department of Civil EngineeringThe use of steel fibers improves the brittle characteristics of concrete and provides superior mechanical performance compared to the conventional concrete. Remarkable increase in tensile strength and flexural toughness is obtained when steel fibers are used in conventional concrete, mainly due to the crack arrest effect of these fibers. The use of waste materials, such as scrap tires as a source of steel fibers, as well as the resulting increase in service life and the savings in the life cycle cost make the steel fiber reinforced concrete (SFRC) a sustainable construction material. From this perspective, SFRC offers a strong potential for a more sustainable and more economical alternative to conventional concrete. This paper presents examples of how the addition of steel fibers improves the mechanical performance in two different concrete applications: (1) bond behavior of prestressing strands and (2) flexural behavior of reinforced concrete beams. The first part of the study aimed at investigating the variation in bonding mechanism of prestressing strands when used in plain concrete and in SFRC. Pullout tests were conducted on 12.7 mm diameter prestressing strands embedded in SFRC blocks with four different fiber concentrations. This way, the applicability of the available transfer length and development length formulas for prestressing strands embedded in SFRC was investigated. In the second part of the study, flexural behavior of SFRC beams with various levels of flexural reinforcement ratio was studied. The aim was to identify the influence of steel fibers on the mechanical response of lightly and relatively heavily reinforced SFRC beams. The response of SFRC beams and the companion plain concrete beams were evaluated based on the moment capacity, deformation capacity, and service stiffness. © 2016 International Committee of the SCMT conferences. All rights reserved.Article Citation - WoS: 20Citation - Scopus: 26Damage in Reinforced-Concrete Buildings During the 2011 Van, Turkey, Earthquakes(Asce-amer Soc Civil Engineers, 2014) Baran, Eray; Mertol, Halit Cenan; Gunes, Burcu; Civil Engineering; Department of Civil EngineeringTwo major earthquakes with magnitudes Mw=7.2 (ML=6.7) and ML=5.6 occurred in eastern Turkey on October 23 and November 19, 2011. The maximum measured peak ground accelerations for the two ground motions were 0.18g and 0.25g, respectively. The earthquakes resulted in various levels of damage to RC moment-resisting frame buildings ranging from minor cracking in brick partition walls to total collapse. This paper summarizes the field observations of the Atilim University Reconnaissance Team carried out in the region a few days after the two main shocks with an emphasis on the performance of RC buildings. A summary of the evolution of the Turkish seismic design code during the last 35 years is given, followed by an explanation of the behavior of RC buildings during the October 23 and November 9 earthquakes. The deformation types that were commonly observed in the heavily damaged or collapsed RC buildings include plastic hinging in columns attributable to stiffer beams, localization of damage in ground-story columns attributable to changes in the stiffness of the lateral load-resisting system caused by brick partition walls, and shear failure of columns caused by discontinuities in the partition walls adjacent to the columns. Poor concrete quality, inadequate development and lap splice length for reinforcement, and inadequate confinement in columns also contributed to the poor seismic behavior.Article Citation - WoS: 87Citation - Scopus: 102Flexural Behavior of Lightly and Heavily Reinforced Steel Fiber Concrete Beams(Elsevier Sci Ltd, 2015) Mertol, Halit Cenan; Baran, Eray; Bello, Hussain Jibril; Civil Engineering; Department of Civil EngineeringFlexural behavior of lightly and heavily reinforced steel fiber concrete beams was investigated. The test series consisted of 20 singly reinforced beams having 180 x 250 x 3500 mm dimensions. The main parameters in the testing program were the type of concrete and the amount of longitudinal reinforcement. Ten different longitudinal reinforcement ratios (with a minimum of 0.2% and a maximum of 2.5%) covering the range from under-reinforced to over-reinforced beam behavior were used in the testing program. Two specimens were cast for each longitudinal reinforcement ratio, one specimen using conventional concrete (CC) and another specimen using steel fiber reinforced concrete (SFRC). Load-deflection behaviors were obtained and evaluated in terms of ultimate load, ultimate deflection, service stiffness, post-peak stiffness, and flexural toughness. The results indicate that the use of SFRC increases the ultimate load and service stiffness of the beams slightly compared to that of CC specimens. As reinforcement ratio increases, the ultimate deflection of SFRC specimens becomes significantly greater than that of CC specimens. For over-reinforced sections, the post-peak stiffness of the SFRC specimens is observed to be significantly lower than that of CC specimens. The flexural toughness of SFRC specimens is greater than that of CC specimens with the difference being significantly larger for over-reinforced sections. Experimental load-deflection relationships were also compared to the load-deflection curves obtained from sectional analyses based on strain compatibility and best fit stress-strain relationships for SFRC in tension and compression. (C) 2015 Elsevier Ltd. All rights reserved.Article Citation - WoS: 28Citation - Scopus: 34Behavior of Steel-Concrete Partially Composite Beams With Channel Type Shear Connectors(Elsevier Sci Ltd, 2014) Baran, Eray; Topkaya, Cem; Department of Civil EngineeringThis paper summarizes the findings of an experimental study investigating the flexural behavior of partially composite beams incorporating channel type shear connectors. Results from monotonic load testing of four full-scale steel-concrete composite beams and a steel beam are presented. The main effort focused on identifying the variation of strength and stiffness properties of beams with various degrees of partial composite action. Behavior of channel shear connectors in the composite beam specimens is related to those previously obtained from push-out tests of similar connectors. Finally, recommendations of the related AISC Specification on the strength and stiffness of composite beams are used for the assessment of the influence of the degree of partial composite action on flexural behavior. The experimental results revealed that even for beams with relatively low degree of partial composite action, major improvement on moment capacity and stiffness was obtained as compared to the steel specimen. The measured moment capacity of both the partially composite and fully composite beams agreed acceptably with the calculated capacities. The effective moment of inertia and the lower bound moment of inertia as specified by the AISC Specification were observed to overestimate the measured flexural stiffness of beams for all degrees of partial composite action investigated. (C) 2014 Elsevier Ltd. All rights reserved.Article Citation - WoS: 19Citation - Scopus: 18Flexural Strength Design Criteria for Concrete Beams Reinforced With High-Strength Steel Strands(Sage Publications inc, 2012) Baran, Eray; Arsava, Tugba; Department of Civil EngineeringThis paper summarizes the result of a study investigating the flexural behavior of concrete beams reinforced with high-strength prestressing strands. Thirteen concrete beams reinforced with either conventional reinforcing bars or high-strength strands were fabricated and load tested in the experimental part of the study. No distinct difference was detected between the experimentally obtained cracking patterns of the two groups of beams. For the same reinforcement amount, beams reinforced with high-strength strands exhibited slightly smaller service stiffness than those reinforced with conventional reinforcing bars. A comparison of the measured and numerically predicted response of beam specimens indicated that the cracking load, peak load, and the deformation capacity of concrete beams can be accurately determined by a sectional analysis procedure for both types of reinforcement. The level of ductility present in concrete beams reinforced with high-strength strands is evaluated using the parameter called "displacement deformability ratio." Using the numerically determined maximum reinforcement limits for concrete beams reinforced with high-strength strands, an expression was proposed to be used at the design stage.Article Citation - WoS: 1Citation - Scopus: 1Experimental Determination of Resistance Characteristics of Support Details Used in Prestressed Concrete Bridge Girders(Asce-amer Soc Civil Engineers, 2009) Baran, Eray; Rohne, Ryan; French, Catherine E.; Schultz, Arturo E.; Department of Civil EngineeringStatic load tests were performed on support details used at the ends of prestressed concrete pedestrian bridge girders to determine the resistance characteristics of girder supports in the direction perpendicular to the longitudinal axis of the girders. The specimens tested represent support details that have also been widely used in prestressed concrete highway bridges in Minnesota and in other states. Two specimens, one representing the free-end detail and one representing the restrained-end detail were subjected to a combination of vertical and lateral loads. The applied loading was intended to simulate the loading conditions to which the girder ends would be subjected in the event of an over-height vehicle collision with the bridge. The tests revealed two types of lateral load resisting mechanisms depending on the type of support detail. The specimen with the free-end detail resisted the lateral loading through sliding friction between the components of the support assembly. Deformation of this specimen was a combination of shear deformation of the bearing pad and sliding of various support components. The restrained-end detail exhibited larger lateral load capacity than the free-end detail due to the resistance provided by the anchor rods that were intended to prevent the lateral movement of the girder ends. Failure of the specimen with restrained-end detail was due to the concrete breakout and bending of the anchor rods.Article Citation - WoS: 65Citation - Scopus: 75An Experimental Study on Channel Type Shear Connectors(Elsevier Sci Ltd, 2012) Baran, Eray; Topkaya, Cem; Department of Civil EngineeringThis paper describes an experimental study on European channel shear connectors. While shear studs are widely used in steel-concrete composite elements, the channel connectors are also gaining popularity due to their certain advantages. The channel connectors do not require special equipment and standard welding procedures are adequate for attachment purposes. In addition, this type of connector offers higher amounts of shear resistance due to its high contact area with surrounding concrete. Although first studies date back to 1950s. little work has been done in the past to investigate their behavior. Majority of the work done to date was on channel connectors used in North America with a very limited parameter range. An experimental study consisting of 15 push-out tests was carried out to investigate the behavior of European type channel connectors with various heights and lengths. The ultimate resistance of the connectors obtained from experiments was compared against those predicted by North American steel design specifications. It was observed that the equations presented in American and Canadian specifications are too conservative. Based on a model that represents the typical failure mechanism in push-out tests, a new equation was developed for the ultimate resistance of channel shear connectors. It is shown that the developed equation is capable of predicting the ultimate resistance of channel connectors with reasonable accuracy. (C) 2012 Elsevier Ltd. All rights reserved.
