Browsing by Author "Togay A."
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Scopus Effect of anchorage number and CFRP strips length on behavior of strengthened glulam timber beam for flexural loading(2021-07-01) İşleyen Ü.K.; Ghoroubi R.; Mercimek Ö.; Anıl Ö.; Togay A.; Erdem R.T.Laminated wooden beams are more preferred in the production of wooden structures than solid timber beams because they have a higher load-carrying capacity and allow larger openings to be used in the structure. The widespread use of wooden structures and the increasing size of the structures have revealed the need for strengthened laminated wooden beams and increase their ultimate load capacity. It has become necessary to develop reinforcement details to increase the ultimate load capacity of laminated wooden beams in wooden railroads or highway bridge beams, where the traffic load increases, especially in large wooden structures, in cases where large openings must be passed. Within the horizon of the study, the behavior and performance of three-layer glulam wooden beams strengthened with anchorage and non-anchorage CFRP strips with different bonding length under flexural loading were investigated experimentally. The three-point bending test was applied to glulam timber beam test specimens produced by laminating yellow pine wood material using the polyurethane adhesive. General load-displacement behaviors, ultimate load capacity, initial stiffness, displacement ductility ratios, and energy dissipation capacities were obtained. The increase in the bonding length of the CFRP strips used for strengthening in the glulam timber beam specimens and the use of CFRP fan type anchors at the strip ends increased the ultimate load capacity and initial stiffness values of the wooden beams, as well as the displacement ductility ratios and energy dissipation capacity values.Scopus Effect of Timber Type and Nail Spacing on the Hysteretic Behavior of Timber-Framed Shear Walls with Openings(2018-06-01) Anil Ö.; Togay A.; Karagöz Işleyen Ü.; Döngel N.; Stlü C.In scope of the study, behavior of timber-framed shear walls having openings with variable dimensions and locations subjected to reverse cyclic loading is experimentally investigated. Main variables considered in the study are the aspect ratios of timber-framed panel walls, dimensions and locations of the openings on the panel walls, material of the timber frames and spacings of the nails used in the panel connections. Load–displacement relationships, strengths, stiffnesses, displacement ductility ratios, energy dissipation capacities and failure mechanisms of the specimens are determined. The ultimate load capacities of the timber-framed panels are calculated as per Eurocode 5 and presented in comparison to experimental results. Moreover, lateral load-resisting capacities and load–displacement relationships of the test specimens are numerically calculated with finite element analyses. A good agreement was observed between the numerical and experimental results. From the test results, it is observed that the load behavior relationships of the test specimens significantly affected by aspect ratios, location of the openings, material of the timber frames and spacing of the nails used to provide connection between the timber-framed panel elements. Also, the increasing size of the openings decreased the stiffness’ of the test specimens.Scopus Finite-element analyses of light timber-framed walls with and without openings(2017-08-01) Togay A.; Anil Ö.; Karagöz Işleyen Ü.; Ediz İ.; Durucan C.The static responses of timber-framed shear walls with and without openings of variable dimensions and locations were numerically investigated using the finite-element (FE) method. The lateral load resistance capacities and general load-displacement behaviours of the timber-framed shear walls were investigated. In the FE study, the frame elements were modelled as beams, plates were modelled as shells and nails were modelled as spring elements. The plastic behaviour of the materials was modelled using experimental stress-strain relationships of the materials. For timber frames and oriented strand board (OSB) panels, uniaxial stress-strain curves were experimentally obtained under tensile and compressive loading. From the experimental materials models it was found that spruce exhibited non-linear behaviour under both tensile and compressive stress. In contrast, the OSB sheathing layer used in the analyses exhibited non-linear behaviour under compressive stress and linear behaviour under tensile stress. The numerical results were verified using experimental load-deflection relationships obtained from a previous study. Good agreement was found between the analytical and experimental results. To further examine the applicability of the experimentally verified numerical model, four different timber-framed shear walls were simulated with FE models.Scopus Hysteretic behavior of timber framed shear wall with openings(2016-07-30) Anil Ö.; Togay A.; Karagöz Işleyen Ü.; Söǧütlü C.; Döngel N.Hysteretic responses of timber framed shear walls are experimentally investigated in this study. The variables considered in the study are presence of openings with varying dimensions, presence of horizontal retrofitting elements and aspect ratios of timber framed shear walls. The data obtained from the tests conducted on timber framed shear walls are used to deduce conclusions about the behavior of such type panels in terms of load-displacement relationships, strengths, stiffnesses, displacement ductilities, energy dissipation capacities and failure modes. Furthermore, the ultimate loads resisted by the timber framed shear walls are also calculated as per Eurocode 5. Then the analytical and experimental results are comparatively presented. From the test results, it is observed that the aspect ratio of a timber framed shear wall is a significant factor on the load-displacement relationship and failure mode. The varying dimensions of openings on the timber framed shear walls significantly affect the strength and stiffness of the panels. The increasing opening dimensions reduced the strength and stiffness values of the panels. Besides, from the comparison of analytical and experimental results, it is observed that the analytical results are not in good agreement with the experimental results.