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Öğe Application of Ultra-High-Performance Concrete in Bridge Engineering: Current Status, Limitations, Challenges, and Future Prospects(Mdpi, 2023) Abdal, S.; Mansour, Walid; Agwa, Ibrahim; Nasr, Mohammed; Abadel, Aref; Ozkilic, Yasin Onuralp; Akeed, Mahmoud H.Ultra-high-performance concrete (UHPC) is a form of cementitious composite that has been the most innovative product in concrete technology over the last three decades. Ultra-high-performance concrete has been broadly employed for the design of numerous forms of construction owing to its excellent mechanical characteristics and durability, and studies on its behavior have grown fast in the last decades. While the utilization of ultra-high-performance concrete in bridge engineering (BE) is limited owing to its high costs, little is recognized about the utilization of UHPC in various BE elements. As a result of these issues, a comprehensive review of the current UHPC development trends should be conducted to determine its present state and perspective. This study presents a review of the state-of-the-art UHPC applications in BE. This review also discusses the current status, limitations, challenges, and areas for the further investigation of UHPC in BE. The aim of this research to help various construction stakeholders understand the distinctive characteristics, benefits, and barriers to the broad utilization of ultra-high-performance concrete applications. The understanding of UHPC will aid in increasing its entire market share in both the national and worldwide building sectors.Öğe Behavior of CFRP-strengthened RC beams with circular web openings in shear zones: Numerical study(Elsevier Science Inc, 2022) Ozkilic, Yasin Onuralp; Aksoylu, Ceyhun; Yazman, Sakir; Gemi, Lokman; Arslan, Musa HakanIn practice, especially the basement floor beams are drilled and damaged by the users. In some cases, this damage to the beams can be significant for the load-bearing element and the whole structure. In this study, the behavior of reinforced concrete beams with circular openings and the failure types resulting from strengthening these beams with CFRP are parametrically investigated. The diameter of the opening/beam height ratio (D/H), con-crete compressive strength, stirrup spacing, the position of the opening to the beam support, the type of CFRP application, CFRP ply orientation, and the number of CFRP layers were selected as parameters. Numerical models were verified using 9 specimens having different circular openings with/without CFRP strengthening and the analyses of 95 numerical models with the selected parameters were carried out utilizing the finite element program, ABAQUS. The ultimate load capacity, ductility, stiffness, energy dissipation capacity and failure modes of the beams were determined. As a result of the study, it was observed that there was no significant loss in ductility for the beams with D/H < 0.3 and the number of CFRP layer and type of application did not have a significant effect on D/H < 0.44. However, for the beams with D/H > 0.64, the CFRP application that completely surrounds openings should be preferred instead of partial CFRP strengthening. In addition, the concrete strength is an effective parameter for the beams with D/H < 0.44. The effect of the stirrup spacings in the beam on the ductile behavior was also limited with the increase in the hole diameter. The number of CFRP layers should theoretically be 4 for an effective strengthening in beams with D/H > 0.44. Finally, U wrapping is recommended instead of using full wrapping. It has been seen that the location and diameter of the hole are very important parameters in the failure type of the beam.Öğe Behavior of Confined Self-Compacting Concrete under Compression at Elevated Temperatures(Mdpi, 2023) Khan, Athiq Ulla; Kumar, Nanjundaswamy Sateesh; Bahrami, Alireza; Ozkilic, Yasin Onuralp; Imran, Mohammed; Althaqafi, Essam; Islam, SaifulThe performance of self-compacting concrete (SCC) is gaining popularity in construction due to its exceptional strength and durability. However, the properties of combined steel and concrete at elevated temperatures lack experimental data from previous research. This study aimed to investigate the behavior of the SCC core with a steel tube at ambient and elevated temperatures varying from 100 degrees C to 800 degrees C with 100 degrees C intervals for each test specimen. Tests were conducted on circular steel tubes filled with SCC for different grades (M25, M30, and M40) under compression at elevated temperatures. Experimental observations revealed that the stress-strain curve increased with increasing the cross-sectional area and grade of concrete. However, increasing the temperature and length-to-diameter ratio reduced the stress-strain curve. At elevated temperatures, confined SCC experienced a smaller decrease in the overall modulus of elasticity when compared to unconfined concrete. Within the compressive elastic region (from 30 degrees C to 400 degrees C), there was a significant relationship between lateral strain and longitudinal strain, which was followed by a sudden increase beyond 400 degrees C. Equations for various design parameters were proposed based on the peak load and confinement factor of confined SCC-filled steel tubes (SCCFSTs) via multiple regression. Moreover, this study developed load-axial shortening curves, identifying significant properties such as the yield strength of confined SCCFSTs, including the load-carrying capacity. The predicted numerical analysis results were well aligned with the experimental results, and the findings contributed valuable insights for designing resilient and durable combined SCC and steel tube infrastructures.Öğe Behavior of Fibers in Geopolymer Concrete: A Comprehensive Review(Mdpi, 2024) Sharma, Ujjwal; Gupta, Nakul; Bahrami, Alireza; Ozkilic, Yasin Onuralp; Verma, Manvendra; Berwal, Parveen; Althaqafi, EssamOver the last decades, cement has been observed to be the most adaptive material for global development in the construction industry. The use of ordinary concrete primarily requires the addition of cement. According to the record, there has been an increase in the direct carbon footprint during cement production. The International Energy Agency, IEA, is working toward net zero emissions by 2050. To achieve this target, there should be a decline in the clinker-to-cement ratio. Also, the deployment of innovative technologies is required in the production of cement. The use of alternative binding materials can be an easy solution. There are several options for a substitute to cement as a binding agent, which are available commercially. Non-crystalline alkali-aluminosilicate geopolymers have gained the attention of researchers over time. Geopolymer concrete uses byproduct waste to reduce direct carbon dioxide emissions during production. Despite being this advantageous, its utilization is still limited as it shows the quasi-brittle behavior. Using different fibers has been started to overcome this weakness. This article emphasizes and reviews various mechanical properties of fiber-reinforced geopolymer concrete, focusing on its development and implementation in a wide range of applications. This study concludes that the use of fiber-reinforced geopolymer concrete should be commercialized after the establishment of proper standards for manufacturing.Öğe Buckling Analysis of CNT-Reinforced Polymer Composite Beam Using Experimental and Analytical Methods(Mdpi, 2023) Madenci, Emrah; Ozkilic, Yasin Onuralp; Aksoylu, Ceyhun; Asyraf, Muhammad Rizal Muhammad; Syamsir, Agusril; Supian, Abu Bakar Mohd; Mamaev, NicolayThe aim of this article was to investigate the effect of carbon nanotubes (CNTs) on the buckling behavior of fiber-reinforced polymer (FRP) composites. The materials used included three layers: carbon-fiber-reinforced polymer (CFRP), epoxy and CNTs. A set of mechanical tests, such as compression and buckling tests, was performed, and also analytical solutions were developed. Damage analysis was also carried out by controlling the damage initiation and crack progression on the composite samples. Experimental results revealed that using 0.3% with CNT additives enhanced the buckling performance of the composite. Finally, the average load-carrying capacity for the clamped-clamped boundary condition was 268% higher in the CNT samples and 282% higher in the NEAT samples compared to the simple-simple condition.Öğe Buckling and free vibration analyses of pultruded GFRP laminated composites: Experimental, numerical and analytical investigations(Elsevier Sci Ltd, 2020) Madenci, Emrah; Ozkilic, Yasin Onuralp; Gemi, LokmanTwo of the most important of the loads exposed to the structures whose construction material is pultruded GFRP are buckling and vibration loads. Therefore, it is crucial to determine the behavior of this material against buckling and vibration loads considering the fiber and layer configurations. Pursuant to this goal, comprehensive experimental, numerical and analytical studies have been undertaken. An exact analytical solution based on first order shear deformation plate theory was used for the solution of stability and vibration problems. The virtual displacement principle was utilized herein to derive governing differential equations. Effective material properties of pultruded GFRP composites were obtained by using the mixture rule model. The laminated plate was assumed to be a plate strip in cylindrical bending. The solutions were obtained with an infinite series. On the other hand, a numerical study was conducted by a finite element software, ABAQUS. Burn-out and mechanical tests were performed to determine the mechanical properties of the obtained pultruded GFRP composite specimens. The buckling and modal analysis for natural frequencies tests were utilized to investigate the performance of pultruded GFRP specimens. The experimental findings were compared with the calculated analytical and numerical results, and good conformance was obtained. Macro and micro mechanical damage analyzes were performed to better understand the behavior of the pultruded GFRP composite specimens.Öğe Buckling of axially loaded shell structures made of stainless steel(Techno-Press, 2023) Zeybek, Ozer; Celik, Ali Ihsan; Ozkilic, Yasin OnuralpStainless steels are commonly employed in engineering applications since they have superior properties such as low maintenance cost, and high temperature and corrosion resistance. These features allow them to be preferred in cylindrical shell structures as well. The behavior of a cylindrical shell structure made of stainless steel can be quite different from that made of carbon steel, as the material properties differ from each other. This paper deals with buckling behavior of axially loaded cylindrical shells made of stainless-steel. For this purpose, a combined experimental and numerical study was carried out. The experimental study comprised of testing of 18 cylindrical specimens. Following the experimental study, a numerical study was first conducted to validate test results. The comparisons show that finite element models provide good agreement with test results. Then, a numerical parametric study consisting of 450 models was performed to develop more generalized design recommendations for axially compressed cylindrical shell structures made of stainless steel. A simple formula was proposed for the practical design purposes. In other words, buckling strength curve equation is developed for three different fabrication quality.Öğe Buckling of axially loaded shell structures made of stainless steel(Techno-Press, 2023) Zeybek, Ozer; Celik, Ali Ihsan; Ozkilic, Yasin OnuralpStainless steels are commonly employed in engineering applications since they have superior properties such as low maintenance cost, and high temperature and corrosion resistance. These features allow them to be preferred in cylindrical shell structures as well. The behavior of a cylindrical shell structure made of stainless steel can be quite different from that made of carbon steel, as the material properties differ from each other. This paper deals with buckling behavior of axially loaded cylindrical shells made of stainless-steel. For this purpose, a combined experimental and numerical study was carried out. The experimental study comprised of testing of 18 cylindrical specimens. Following the experimental study, a numerical study was first conducted to validate test results. The comparisons show that finite element models provide good agreement with test results. Then, a numerical parametric study consisting of 450 models was performed to develop more generalized design recommendations for axially compressed cylindrical shell structures made of stainless steel. A simple formula was proposed for the practical design purposes. In other words, buckling strength curve equation is developed for three different fabrication quality.Öğe Buckling performance of pultruded glass fiber reinforced polymer profiles infilled with waste steel fiber reinforced concrete under axial compression(Techno-Press, 2022) Madenci, Emrah; Fayed, Sabry; Mansour, Walid; Ozkilic, Yasin OnuralpThis study reports the results of a series of tests of pultruded glass fiber reinforced polymer (P--GFRP) box section composite profile columns, geometrically similar with/without concrete core, containing 0-1-2-3% steel fiber, with different lengths. The recycled steel wires were obtained from waste tyres. The effects of steel fiber ratio on the collapse and size effect of concrete filled P-GFRP columns under axial pressure were investigated experimentally and analytically. A total of 36 columns were tested under compression. The presence of pultruded profile and steel wire ratio were selected as the primary variable. The capacity of pultruded profiles with infilled concrete are averagely 9.3 times higher than the capacity of concrete without pultruded profile. The capacity of pultruded profiles with infilled concrete are averagely 34% higher than that of the pultruded profiles without infilled concrete. The effects of steel wire ratio are more pronounced in slender columns which exhibit buckling behavior. Moreover, the proposed analytical approach to calculate the capacity of P-GFRP columns successfully predicted the experimental findings in terms of both pure axial and buckling capacity.Öğe Buckling performance of pultruded glass fiber reinforced polymer profiles infilled with waste steel fiber reinforced concrete under axial compression(Techno-Press, 2022) Madenci, Emrah; Fayed, Sabry; Mansour, Walid; Ozkilic, Yasin OnuralpThis study reports the results of a series of tests of pultruded glass fiber reinforced polymer (P--GFRP) box section composite profile columns, geometrically similar with/without concrete core, containing 0-1-2-3% steel fiber, with different lengths. The recycled steel wires were obtained from waste tyres. The effects of steel fiber ratio on the collapse and size effect of concrete filled P-GFRP columns under axial pressure were investigated experimentally and analytically. A total of 36 columns were tested under compression. The presence of pultruded profile and steel wire ratio were selected as the primary variable. The capacity of pultruded profiles with infilled concrete are averagely 9.3 times higher than the capacity of concrete without pultruded profile. The capacity of pultruded profiles with infilled concrete are averagely 34% higher than that of the pultruded profiles without infilled concrete. The effects of steel wire ratio are more pronounced in slender columns which exhibit buckling behavior. Moreover, the proposed analytical approach to calculate the capacity of P-GFRP columns successfully predicted the experimental findings in terms of both pure axial and buckling capacity.Öğe The capacities of thin plated stiffened T-stubs(Elsevier Sci Ltd, 2021) Ozkilic, Yasin OnuralpThe stiffeners, also known as ribs, have a great influence on the behavior of the extended end-plate connections. The end-plate connections can be idealized by making use of equivalent T-stubs. The effects of the stiffener on the behavior of T-stubs were experimentally investigated with an extensive set of parameters. Flange thickness, flange width, gage distance, distance from a T-stub stem to bolt row, vertical edge distance, bolt diameter and weld thickness are selected as the parameters. Pursuant to this goal, 44 stiffened T-stubs were tested under monotonic loading up to failure. The load-displacement curve of each T-stubs is presented and the results are evaluated with the predicted capacity by AISC 358 and EC3. The results revealed that the current provisions underestimate the capacity with high standard deviations. Therefore, a new design expression is proposed utilizing the yield line mechanism to estimate the plastic capacity more accurately. Moreover, an expression is developed to predict the ultimate capacity.Öğe The capacities of unstiffened T-stubs with thin plates and large bolts(Elsevier Sci Ltd, 2021) Ozkilic, Yasin OnuralpA comprehensive experimental study on unstiffened T-stubs was conducted in order to examine the effects of parameters influencing the capacities of the T-stubs. Pursuant to this goal, 35 unstiffened T-stubs were tested under monotonic loading up to failure, where significantly large deformations were observed. Flanges of T-stubs were selected from the thin plates of 6, 8 and 10 mm whereas bolts were selected as the large bolt of 27 mm. In this way, the capacity of T-stubs was governed by the bending capacity of flanges. Thickness of flange, width of flange, distance from a T-stub stem to bolt row, edge distance, bolt diameter and thickness of weld are selected as the parameters. The results showed that unstiffened T-stubs with thin plates and large bolts can exhibit significantly high ductility and capacity. Moreover, the results revealed that the design recommendations given by AISC 358-16 and EN1993-1-8 predict the capacities of T-stubs conservatively. The average ratios of the actual to predicted plastic capacity by AISC 358-16 and EC3:1-8 are 1.96 and 1.66 (1.34 for Method 2), respectively. These ratios modify to 8.36 and 7.14 (5.88 for Method 2) for the ultimate capacity. The source of the underestimation is attributed to the distance between the plastic hinges. A new yield line pattern is proposed to predict the plastic resistance more accurately. Moreover, an expression is developed to estimate the ultimate resistance. The averages of actual to predicted ratios of the proposed modifications are 1.05 and 1.03 for the plastic and ultimate capacities, respectively.Öğe Comparison of Turkish Steel Building Specifications, TS 648 and SDCCSS 2018(Techno-Press, 2022) Bozkurt, Mehmet Bakir; Ergut, Abdulkerim; Ozkilic, Yasin OnuralpThis study presents similarities and differences between Turkish Building Code for Steel Structures, which are TS 648 and SDCCSS (Specification for Design, Calculation and Construction of Steel Structures) in terms of the design of the members. Hot-rolled I-shaped steel sections for symmetrical and U-shaped steel sections (i.e., channels) for monosymmetric sections were elaborated in detail. The design strength of tension members under tensile load, compression members under axial load and flexural members under flexure and shear were examined separately. Connection details for tension members, slenderness for compression members and distance between lateral supports for flexural members were considered as prime variables. Analysis results revealed the design strength of the tension members where at least one of the cross-sectional parts is not connected to the connection plates, I-shaped compression members where a slenderness ratio is below 39 (.<39), U-shaped compression members and flexural members where Lb is between Lp and Lr (LpÖğe Comparison of Turkish Steel Building Specifications, TS 648 and SDCCSS 2018(Techno-Press, 2022) Bozkurt, Mehmet Bakir; Ergut, Abdulkerim; Ozkilic, Yasin OnuralpThis study presents similarities and differences between Turkish Building Code for Steel Structures, which are TS 648 and SDCCSS (Specification for Design, Calculation and Construction of Steel Structures) in terms of the design of the members. Hot-rolled I-shaped steel sections for symmetrical and U-shaped steel sections (i.e., channels) for monosymmetric sections were elaborated in detail. The design strength of tension members under tensile load, compression members under axial load and flexural members under flexure and shear were examined separately. Connection details for tension members, slenderness for compression members and distance between lateral supports for flexural members were considered as prime variables. Analysis results revealed the design strength of the tension members where at least one of the cross-sectional parts is not connected to the connection plates, I-shaped compression members where a slenderness ratio is below 39 (.<39), U-shaped compression members and flexural members where Lb is between Lp and Lr (LpÖğe Compressive Behavior of Pultruded GFRP Boxes with Concentric Openings Strengthened by Different Composite Wrappings(Mdpi, 2022) Aksoylu, Ceyhun; Ozkilic, Yasin Onuralp; Madenci, Emrah; Safonov, AlexanderWeb openings often need to be created in structural elements for the passage of utility ducts and/or pipes. Such web openings reduce the cross-sectional area of the structural element in the affected region, leading to a decrease in its load-carrying capacity and stiffness. This paper experimentally studies the effect of web openings on the response of pultruded fiber-reinforced polymer (PFRP) composite profiles under compressive loads. A number of specimens have been processed to examine the behavior of PFRP profiles strengthened with one or more web openings. The effects of the size of the web opening and the FRP-strengthening scheme on the structural performance of PFRP profiles with FRP-strengthened web openings have been thoroughly analyzed and discussed. The decrease in load-carrying capacity of un-strengthened specimens varies between 7.9% and 66.4%, depending on the diameter of the web holes. It is observed that the diameter of the hole and the type of CFRP- or GFRP-strengthening method applied are very important parameters. All CFRP- and GFRP-strengthening alternatives were successful in the PFRP profiles, with diameter-to-width (D/W) ratios between 0.29 and 0.68. In addition, the load-carrying capacity after reinforcements made with CFRP and GFRP increased by 3.1-30.2% and 1.7-19.7%, respectively. Therefore, the pultruded profiles with openings are able to compensate for the reduction in load-carrying capacity due to holes, up to a D/W ratio of 0.32. The capacity significantly drops after a D/W ratio of 0.32. Moreover, the pultruded profile with CFRP wrapping is more likely to improve the load-carrying capacity compared to other wrappings. As a result, CFRP are recommended as preferred composite materials for strengthening alternatives.Öğe Crack sliding model for non-shear FRP-reinforced slender concrete elements under shear(Frontiers Media Sa, 2023) El-said, Amr; Awad, Ahmed; El-Sayed, Taha A.; Ozkilic, Yasin Onuralp; Deifalla, A.; Tawfik, MagedFiber-reinforced polymer (FRP)-reinforced concrete (RC) elements fail under one-way shear in a devastating and complicated manner with no adequate warning. In recent decades, there has been pioneering research in this area; however, there is no agreement among researchers regarding mechanically-based models. Thus, in this current study, a plasticity-based model is developed for FRP-RC elements under shear. A selected model was firstly assessed for its accuracy, consistency, and safety against an extensive experimental database. Secondly, a plasticity-based model (i.e., crack shear sliding model) was adapted, refined, and proposed for FRP-RC elements under one-way shear. The two proposed models were found to be reliable and more accurate with respect to selected existing methods. Modeling of FRP's axial rigidity is more consistent only under Young's modulus with respect to the experimental database. Several concluding remarks on the selected existing models are outlined and discussed to assist the future development of these models and design codes.Öğe Crashworthiness performance of filament wound GFRP composite pipes depending on winding angle and number of layers(Elsevier, 2024) Hakeem, Ibrahim Y.; Ozkilic, Yasin Onuralp; Bahrami, Alireza; Aksoylu, Ceyhun; Madenci, Emrah; Asyraf, Muhammad Rizal Muhammad; Beskopylny, Alexey N.The main goal of this study is to enhance the crashworthiness performance of tubular composites to absorb more energy by optimizing the winding angle of their fibers. The crashworthiness performance of glass fiber-reinforced polymer composite pipes manufactured using the filament winding is investigated in detail. The effects of the winding angle of the fibers and thickness of the tube wall on the energy absorption were examined through quasi-static compression tests. The composite pipes were produced with 1200 tex E-glass fibers and Epikote 828 resin as the matrix material. The winding angles of +/- 30 degrees, +/- 45 degrees, +/- 55 degrees, +/- 75 degrees, and +/- 90 degrees were evaluated, and the number of the winding layers, ranged from 1 to 3, was also assessed. Quasi-static axial compressive loading was applied to 15 specimens using a hydraulic actuator. The results revealed that the one-layer specimens experienced buckling damage at low load levels, while an increase in the number of the layers led to higher load-carrying capacity and different types of damages. Furthermore, as the number of the layers increased, the load-carrying capacity and energy absorption of the specimens significantly improved. Progressive failure was observed in the specimens [+/- 90] for all the layers' configurations, with the specimen [+/- 90]3, having three layers, exhibiting the highest performance in terms of the load-carrying capacity and energy absorption. The failure modes indicated a combination of the fibers' separation, buckling, diagonal shear failure, and crushing in the upper and lower heads.Öğe Creep Properties and Analysis of Cross Arms' Materials and Structures in Latticed Transmission Towers: Current Progress and Future Perspectives(Mdpi, 2023) Asyraf, Muhammad Rizal Muhammad; Rafidah, Mazlan; Madenci, Emrah; Ozkilic, Yasin Onuralp; Aksoylu, Ceyhun; Razman, Muhammad Rizal; Ramli, ZuliskandarFibre-reinforced polymer (FRP) composites have been selected as an alternative to conventional wooden timber cross arms. The advantages of FRP composites include a high strength-to-weight ratio, lightweight, ease of production, as well as optimal mechanical performance. Since a non-conductive cross arm structure is exposed to constant loading for a very long time, creep is one of the main factors that cause structural failure. In this state, the structure experiences creep deformation, which can result in serviceability problems, stress redistribution, pre-stress loss, and the failure of structural elements. These issues can be resolved by assessing the creep trends and properties of the structure, which can forecast its serviceability and long-term mechanical performance. Hence, the principles, approaches, and characteristics of creep are used to comprehend and analyse the behaviour of wood and composite cantilever structures under long-term loads. The development of appropriate creep methods and approaches to non-conductive cross arm construction is given particular attention in this literature review, including suitable mitigation strategies such as sleeve installation, the addition of bracing systems, and the inclusion of cross arm beams in the core structure. Thus, this article delivers a state-of-the-art review of creep properties, as well as an analysis of non-conductive cross arm structures using experimental approaches. Additionally, this review highlights future developments and progress in cross arm studies.Öğe Cyclic and monotonic performance of stiffened extended end-plate connections with large-sized bolts and thin end-plates(Springer, 2022) Ozkilic, Yasin OnuralpThe cyclic and monotonic performance of stiffened extended end-plate joints with large-sized bolts and thin end-plates are investigated through experimental and numerical study. The variables affecting the capacity and behavior of these connections are examined under both monotonic and cyclic loading. Pursuant to these goals, six specimens in which end-plates were picked from thin plates of 10 mm, 8 mm and 6 mm were exposed to seismic and service loads. The seismic loading was applied using the cyclic loading protocol provided by AISC 341-16. The stiffened extended end-plate connections with thin end-plates and large bolts can be utilized in non-seismic applications as well as for partial strength connections and fuse members. A parametric numerical study including 156 numerical models investigating end-plate thickness, the type of I-section, end-plate width, diameter of bolt/washer, pitch distance, weld thickness and edge distance and distance from bolt row to beam flange as variables was performed. The plastic moment capacities obtained from the experimental and numerical findings are evaluated based on the design methods provided by current provisions such as EN1993-1-8 and AISC 358-16. The results indicated that the moment resistance of stiffened extended end-plate joints is underestimated by the current provisions. The ratio of the actual to predicted plastic moment resistance by AISC 358-16 and EC3:1-8 are averagely 2.31 and 2.77 for the numerical part. These ratios outcomes turned to 3.74 and 5.38 for the experimental findings. This underestimation can be associated with the span length between the plastic hinges and the observed yield line mechanism. A new method to accurately estimate the capacity is proposed. The ratio of the actual to predicted plastic moment resistance according to the developed expression is averagely 1.22 and 1.19 for the numerical and experimental findings, respectively.Öğe Cyclic and monotonic performance of unstiffened extended end-plate connections having thin end-plates and large-bolts(Elsevier Sci Ltd, 2023) Ozkilic, Yasin OnuralpThis study presents the findings of comprehensive numerical and experimental programs on unstiffened extended end-plate connections (UEECs) having thin plates and large sized bolts. The main goal of the research program is to analyze the effects of variables influencing the capacity of these connections. Six specimens were subjected to cyclic and monotonic loading to achieve this goal. For the experimental part, the thickness of end-plate was chosen as the variable. The thickness of end-plates was selected to ensure failure modes governed by the bending capacity of end-plates. A comprehensive numerical study consisting of 156 finite element models where the parameters are I-section types, width and thickness of end-plate, edge distance, distance from flange to bolt row, bolt diameter and weld thickness was performed. The results showed that the connections with thin end-plates can perform high ductility and strength. Moreover, the design methods given by AISC 358-16 and EN1993-1-8 conservatively predict the plastic moment capacity of UEECs. According to numerical findings, the average ratios of actual to estimated plastic moment capacity by AISC 358-16 and EC3:1-8 are 2.77 and 3.13, respectively. These ratios alter to 3.70 and 3.93 for the experimental results. The yield line mechanism and the spacing be-tween the plastic hinges are to cause this underestimate. An expression for the observed yield line pattern is developed to estimate the plastic moment capacity more correctly. The actual to estimated plastic moment ca-pacity ratios according to proposed expressions are averagely 1.23 and 1.29 for the outcomes of the experimental and numerical study, respectively.
