Baran, Eray

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Job Title:Doçent Doktor
Main Affiliation:Department of Civil Engineering
Status: Former Staff
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Eray, Baran E., Baran
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  • Article
    Citation - WoS: 100
    Citation - Scopus: 114
    Flexural Behavior of Lightly and Heavily Reinforced Steel Fiber Concrete Beams
    (Elsevier Sci Ltd, 2015-11) Mertol, Halit Cenan; Baran, Eray; Bello, Hussain Jibril
    Flexural 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: 33
    Citation - Scopus: 40
    Behavior of Steel-Concrete Partially Composite Beams With Channel Type Shear Connectors
    (Elsevier Sci Ltd, 2014-06) Baran, Eray; Topkaya, Cem
    This 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.
  • Master Thesis
    Kompozit Önüretimli Beton Boşluklu Döşeme Elemanlarının Eğilme Davranışı
    (2014) Haruna, Sadi İbrahım; Baran, Eray
    Bu çalışmada, üzerine yerinde dökme beton kaplama yerleştirilmiş öngerilmeli önüretimli beton boşluklu döşeme elemanlarının eğilme davranışları deneysel olarak incelenmiştir. Çalışma kapsamında toplam beş adet tam ölçekli numune üzerinde yükleme deneyleri yapılmıştır. Numuneler geniş ve dar olmak üzere iki gruba ayrılmış olup bu gruplardan birer numune beton kaplama ile, birer numune de kaplamasız olarak test edilmiştir. İlave olarak, bir numune de beton kaplama ile boşluklu döşeme elemanı arasındaki yatay kaymaları önlemek amacıyla çelik aparatlar kullanılarak test edilmiştir. Sonradan eklenen kaplama betonunun, boşluklu döşeme elemanlarının çatlama yükünü, maksimum yük kapasitesini ve eğilme rijitliğini arttırdığı gözlenmiştir. Kaplama betonu ile test edilen numunelerde belirli yük seviyesine ulaşıldığında kaplama betonu ile boşluklu döşeme elemanı arasında ani bir kayma oluşmuş ve kompozit davranış kaybedilmiştir. Kompozit davranışın kaybedilmesi sonucunda numunelerin yük taşıma yeteneklerinde ani bir düşüş olmuştur. Kompozit numuneler için hesaplanan arayüz kayma dayanımı değerlerinin ACI ve AASHTO Yönetmeliklerinde verilen değerlerden daha düşük olduğu görülmüştür. Bu çalışma kapsamında ulaşılan sonuçlar, boşluklu döşeme elemanları ile bu elemanların üzerinde herhangi bir pürüzlendirme yapılmadan yerleştirilen kaplama betonundan oluşan döşeme sistemlerinde, tam kompozit davranış oluşması için gerekli arayüz kayma dayanımının oluşmadığı sonucunu ortaya koymaktadır. Anahtar kelimeler: Öngerilmeli beton, boşluklu döşeme elemanları, kompozit davranış, arayüz kayma dayanımı, yerinde dökme beton kaplama.
  • Master Thesis
    Farklı Katmanlarda Normal ve Çelik Lifli Beton Kullanılan Betonarme Kirişlerin Eğilme Davranışı
    (2015) Faeq, Mohammed Nozad Faeq; Mertol, Halit Cenan; Baran, Eray
    Bu 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 416 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: 89
    Citation - Scopus: 110
    Effects of Cast-In Concrete Topping on Flexural Response of Precast Concrete Hollow-Core Slabs
    (Elsevier Sci Ltd, 2015-09) Baran, Eray
    Results 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: 21
    Citation - Scopus: 21
    Flexural Strength Design Criteria for Concrete Beams Reinforced With High-Strength Steel Strands
    (Sage Publications inc, 2012-10) Baran, Eray; Arsava, Tugba
    This 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.
  • 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: 1
    Citation - Scopus: 1
    Experimental Determination of Resistance Characteristics of Support Details Used in Prestressed Concrete Bridge Girders
    (Asce-amer Soc Civil Engineers, 2009-09) 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.
  • Master Thesis
    Çelik Lifli Betonun Çekme ve Basınç Altındaki Davranışı
    (2015) Abdussalam, Alfadhıl. A. Gheıt. Alfadhıl; Mertol, Halit Cenan; Baran, Eray
    Çelik lifli beton, içinde belirli uzunluktaki çelik liflerin gelişigüzel ve düzgün bir şekilde yayılımı ile elde edilen bir beton karışımıdır. Liflerin kalitesi ve miktarı betonun mekanik özelliklerini etkilemektedir. Çelik liflerin betona katılması, betonun çekme tokluğunu ve sünekliğini arttırdığı, basınç dayanımını da ufak da olsa iyileştirdiği genel olarak kabul edilmiştir. Betonun kırılmasından sonra çekme gerilmelerinin lifler arasındaki dağılımı sağlandığından dolayı çelik liflerin yararı daha belirgin olarak görülmektedir. Bu araştırmanın amacı, çelik lifli betonun çekme ve basınç altındaki davranışının, konvansiyonel ve çelik lifli beton kullanılan çeşitli numuneler üzerinde uygulanan yükleme deneyleri ile incelenmesidir. Deney numuneleri basınç silindirlerinden (100×200 ve 150×300 mm), prizmatik eğilme dayanımı elemanlarından (150×150×600 mm) oluşmaktadır. Ayrıca çelik donatıyı çevreleyen prizmatik beton numuneler üzerinde çekme deneyleri gerçekleştirilmiştir. Çelik donatı çevresindeki prizmatik numuneler için gerçekleştirilen çekme deneylerinde beton prizmaların uzunlukları (500, 1000, ve 1500 mm) ve kesit boyutları (60×60, 100×100,150×150, 200×200 mm) değişkenler olarak uygulanmıştır. Yük-deformasyon davranışları elde edilmiş ve çelik lifli betonun basınç ve çekme altındaki gerilme-birim uzama ilişkileri bulunmuştur. Prizmatik eğilme numunelerinden elde edilen yük-deformasyon davranışları, bu araştırmada bulunan basınç ve çekme altındaki gerilme-birim uzama ilişkileri kullanılarak tahmin edilen yük deformasyon davranışları ile karşılaştırılmıştır. Ayrıca literatürde bulunan farklı gerilme-birim uzama modelleri kullanılarak davranışlar yeniden tahmin edilmiştir.
  • Article
    Citation - WoS: 53
    Citation - Scopus: 68
    Behavior of Cold-Formed Steel Wall Panels Under Monotonic Horizontal Loading
    (Elsevier Sci Ltd, 2012-12) Baran, Eray; Alica, Cagatay
    This 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.

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