Baran, Eray
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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
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Main Affiliation
Department of Civil Engineering
Status
Former Staff
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Sustainable Development Goals
2
ZERO HUNGER
0
Research Products
11
SUSTAINABLE CITIES AND COMMUNITIES
1
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14
LIFE BELOW WATER
0
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6
CLEAN WATER AND SANITATION
0
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1
NO POVERTY
0
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5
GENDER EQUALITY
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9
INDUSTRY, INNOVATION AND INFRASTRUCTURE
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16
PEACE, JUSTICE AND STRONG INSTITUTIONS
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17
PARTNERSHIPS FOR THE GOALS
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15
LIFE ON LAND
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10
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0
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7
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8
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4
QUALITY EDUCATION
0
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12
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1
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3
GOOD HEALTH AND WELL-BEING
1
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13
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Scholarly Output
21
Articles
12
Views / Downloads
102/915
Supervised MSc Theses
8
Supervised PhD Theses
0
WoS Citation Count
475
Scopus Citation Count
555
WoS h-index
9
Scopus h-index
9
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0
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0
WoS Citations per Publication
22.62
Scopus Citations per Publication
26.43
Open Access Source
0
Supervised Theses
8
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| Journal | Count |
|---|---|
| Journal of Constructional Steel Research | 4 |
| Journal of Performance of Constructed Facilities | 2 |
| Construction and Building Materials | 2 |
| Journal of Bridge Engineering | 1 |
| Advances in Structural Engineering | 1 |
Current Page: 1 / 2
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21 results
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Now showing 1 - 10 of 21
Master Thesis Farklı Katmanlarda Normal ve Çelik Lifli Beton Kullanılan Betonarme Kirişlerin Eğilme Davranışı(2015) Faeq, Mohammed Nozad Faeq; Mertol, Halit Cenan; Baran, ErayBu çalışmada farklı katmanlarda normal ve çelik lifli beton kullanılan betonarme kirişlerin eğilme davranışı incelenmiştir. 180×250×3500 mm boyutlarındaki beşer numuneden oluşan iki grup şeklindeki kirişler dört nokta eğilme yüklemesi altında test edilmiştir. İki grup kirişte de 416 betonarme çeliği kullanılmıştır. Bu araştırmadaki ana değişken, kiriş numunelerinin yüksekliği boyunca bulunan katmanlarda kullanılan beton tipidir. Kiriş numunelerinin kesit yüksekliği 50'şer mm kalınlığında 5 katmana ayrılmıştır. 'F' grubu numunelerde, normal beton katmanlarından oluşan kirişlere, aşağıdan başlayarak, çelik lifli beton katmanlar eklenmiştir. 'P' grubu numunelerde ise çelik lifli beton katmanları kesit üst seviyesinden başlanarak eklenmiştir. Yükleme deneyleri sonucunda kiriş numunelerinin yük-deformasyon davranışları elde edilmiş ve bu davranışlar yük taşıma kapasitesi, servis rijitliği, kapasite sonrası eğim ve tokluk paratmeleri göz önüne alınarak değerlendirilmiştir. Kiriş numunlerinin yük-deformasyon davranışlarının, literatürde bulunan malzeme modelleri kullanılarak sayısal olarak belirlenmesi için analitik bir çalışma gerçekleştirilmiştir.Article Citation - WoS: 69Citation - Scopus: 78An Experimental Study on Channel Type Shear Connectors(Elsevier Sci Ltd, 2012) Baran, Eray; Topkaya, CemThis 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.Master Thesis Önüretimli Beton Kiriş-kolon Bağlantıları için Yapısal Çelik Elemanların Kullanıldığı Alternatif Bağlantıların Geliştirilmesi(2013) Kurtoğlu, Metin; Baran, Eray; Baran, MehmetBu çalışma, önüretimli beton yapı endüstrisinde kullanılmak üzere, moment aktarabilen ve çelik profil elemanların kullanıldığı alternatif hibrit kiriş-kolon bağlantı detaylarının geliştirilmesini içermektedir. Bu amaçla, on dört adet hibrit önüretimli beton kiriş-kolon bağlantı numunesi ile iki adet birdöküm (monolitik) beton kiriş-kolon bağlantı numunesi depremi benzeştiren tersinir tekrarlı yükleme altında test edilmiştir. Test sonuçları analiz edilerek deney elemanlarının dayanım, rijitlik, enerji sönümleme kapasitesi ve süneklik özellikleri irdelenmiştir. Kiriş elemanları içerisinde bırakılan bağlantı aparatlarının ankraj edilme yöntemi, bağlantı çubuklarında kullanılan öngerme miktarı ve kiriş elemanı içerisindeki donatının düzenlenme şekli gibi parametrelerin bağlantı bölgesinin davranışını ne şekilde etkilediği belirlenmiştir. Deneysel çalışmalara ek olarak, önerilen bağlantı detaylarının kullanıldığı önüretimli beton yapı sistemlerinin yatay yük etkisi altındaki performansları analitik olarak da incelenmiştir. Bu kapsamda, üç ve beş katlı düzlemsel betonarme çerçevelerin sonlu elemanlar modelleri hazırlanmış ve modeller üzerinde doğrusal olmayan statik itme (pushover) analizleri yapılmıştır. Tamamlanmış olan deneysel ve analitik çalışmalar, önerilen hibrit önüretimli kiriş-kolon bağlantı yönteminin birdöküm kiriş-kolon bağlantılarına özdeş performans gösterme potansiyelini ortaya çıkarmıştır.Master Thesis Hafif Çelik Duvar Panellerinin Yatay Yük Altında Davranışı(2013) Alıca, Hüseyin Çağatay; Baran, ErayBu çalışmada hafif çelik profillerden hazırlanan duvar panellerinin yatay yük etkisi altındaki davranışı incelenmiştir. Bu amaçla hazırlanan duvar paneli numuneleri üzerinde statik yükleme deneyleri yapılmıştır. Duvar panellerinin ölçülmüş olan yük kapasiteleri sayısal olarak tahmin edilen kapasitelerle de karşılaştırılmıştır.Çalışmanın deneysel kısmında 21 adet hafif çelik duvar paneli üzerinde monotonik yükleme deneyleri yapılmıştır. Hafif çelik panellerin kaplaması için OSB, fibercement ve betopan paneller kullanılmıştır. Çalışma kapsamında incelenen diğer parametreler; kaplama panelinin kalınlığı, vida aralığı, hafif çelik profil boyutu, panel içerisinde çaprazların bulunup bulunmayışı ve panellerde çift veya tek taraflı kaplama bulunmasıdır. Yükleme deneylerinden elde edilen bilgilerle, bu parametreler altında duvar panellerinin davranışındaki benzerlik ve farklılıklar incelenmiştir. Duvar paneli numunelerinin davranışının büyük ölçüde, çekme ankraj aparatının davranışı tarafından belirlendiği ortaya çıkmıştır. Çalışma kapsamında test edilen numunelerin çoğunluğunda çekme ankraj aparatında oluşan hasardan dolayı duvar panelleri ulaşmaları gereken yük kapasitesi ve rijitlik seviyelerine ulaşamamışlardır. Çalışmada incelenen parametrelerden, duvar panellerinin davranışı üzerinde en büyük etkiye sahip parametrenin kaplama paneli ile dış hafif çelik profiller arasında kullanılan vidaların aralığı olduğu belirlenmiştir. Vida aralığının 30 cm yerine 15 cm kullanılması durumunda, kaplama çeşidi ve kalınlığına bağlı olarak, duvar panellerinin yük kapasitesinde %37 ile %85 arasında artış olmuştur.Article Citation - WoS: 85Citation - Scopus: 105Effects of Cast-In Concrete Topping on Flexural Response of Precast Concrete Hollow-Core Slabs(Elsevier Sci Ltd, 2015) Baran, ErayResults 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.Article Citation - WoS: 49Citation - Scopus: 64Behavior of Cold-Formed Steel Wall Panels Under Monotonic Horizontal Loading(Elsevier Sci Ltd, 2012) Baran, Eray; Alica, CagatayThis 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: 6Citation - Scopus: 6Influence 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, ErayThe 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.Conference Object Improvement 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.The 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: 20Flexural Strength Design Criteria for Concrete Beams Reinforced With High-Strength Steel Strands(Sage Publications inc, 2012) Baran, Eray; Arsava, TugbaThis 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.Static 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.
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