Abstract:This paper is the first to present the results of a numerical comparison between the performances of two newly developed concrete columns namely: multi-tied spiral transverse reinforced (MTSTR) column and concrete-filled steel tube (CFST) column under eccentric compressive loads. The behavior of MTSTR columns under eccentric loads has not been studied until today and also this behavior is not compared to that of the CFST columns. The numerical models of these columns were constructed using the nonlinear finite… Show more
“…The plasticity input parameters, compressive, and tensile behavior input parameters used in the CDP model are outlined in Tables 1-3, respectively [27][28][29][30][31]. The plastic parameters in Table 1 are the optimized parameters and they are selected based on the previous studies of the author [16,27,28]. Several tries for dilation angle was selected between 5° to 55° and the optimized value was obtained as 30°.…”
Section: Numerical Model Development and Verificationmentioning
confidence: 99%
“…The test results obtained by Nie et al showed that CPSW systems connected by shear studs have adequate ductility. Labibzadeh et al [16] Obtained good results by comparing the performance of two newly developed concrete columns MTSTR and CFST under eccentric compressive loads. In this modeling, nonlinear finite element method is used.…”
An RC shear wall (wall1), a composite shear wall composed of a single external steel plate connected to a concrete panel (wall2), a composite shear wall constructed from two external steel plates connected to an internal concrete panel (wall3) and finally a composite shear wall fabricated with a single internal steel plate embedded within a concrete panel (wall4) are considered in this study and their behavior are assessed and compared under the effect of an in-plane cyclic load. Variation of the three functions include shear load capacity, energy absorption and shear stiffness of the walls are evaluated numerically using the ABAQUS finite element software. The performance of numerical models is validated against to the experimental results. The effects of four parameters consisting of compressive strength of concrete, yield strength of steel plate, height-to-length ratio of the wall and the thickness of the steel plate are investigated on the above-mentioned functions. Obtained results show that the wall4 has the best performance among all four types of shear walls. For instance, the energy absorption capacity of the wall4 is approximately two times greater than that of wall1 and wall2.
“…The plasticity input parameters, compressive, and tensile behavior input parameters used in the CDP model are outlined in Tables 1-3, respectively [27][28][29][30][31]. The plastic parameters in Table 1 are the optimized parameters and they are selected based on the previous studies of the author [16,27,28]. Several tries for dilation angle was selected between 5° to 55° and the optimized value was obtained as 30°.…”
Section: Numerical Model Development and Verificationmentioning
confidence: 99%
“…The test results obtained by Nie et al showed that CPSW systems connected by shear studs have adequate ductility. Labibzadeh et al [16] Obtained good results by comparing the performance of two newly developed concrete columns MTSTR and CFST under eccentric compressive loads. In this modeling, nonlinear finite element method is used.…”
An RC shear wall (wall1), a composite shear wall composed of a single external steel plate connected to a concrete panel (wall2), a composite shear wall constructed from two external steel plates connected to an internal concrete panel (wall3) and finally a composite shear wall fabricated with a single internal steel plate embedded within a concrete panel (wall4) are considered in this study and their behavior are assessed and compared under the effect of an in-plane cyclic load. Variation of the three functions include shear load capacity, energy absorption and shear stiffness of the walls are evaluated numerically using the ABAQUS finite element software. The performance of numerical models is validated against to the experimental results. The effects of four parameters consisting of compressive strength of concrete, yield strength of steel plate, height-to-length ratio of the wall and the thickness of the steel plate are investigated on the above-mentioned functions. Obtained results show that the wall4 has the best performance among all four types of shear walls. For instance, the energy absorption capacity of the wall4 is approximately two times greater than that of wall1 and wall2.
“…The most common steel-concrete composite member is the concrete filled steel tube (CFST) column. The structural performance of CFST members has been the subject of numerous experimental and analytical research [3][4][5]. Relevant design specifications have been established in various nations and areas as a result of these findings to better guide the design of CFST members and structures.…”
Recently, ultra-high performance fiber reinforced concrete (UHPFRC) has been commonly used as a structural material. In this study, finite element (FE) model is constructed to investigate the behavior of ultra-high performance fiber reinforced concrete filled steel tube columns (UHPFRCFSTs) under axial or eccentric loading. The analysis included three-dimensional FE model using solid elements. The novelty of the suggested FE model is the consideration of the confinement of the UHPFRC in-filled material. Furthermore addition, the numerical model includes initial local and overall geometric imperfections, as well as the inelastic response of both UHPFRC and steel materials. The interaction between the steel tube and UHPFRC in-filled is modelled using surface to surface contact. Experimental results from the literature are used to validate the FE model. It is proved that the FE model can predict the ultimate capacities, failure modes, and post-cracking behavior accurately for both short and long UHPFRCFSTs. The FE interaction diagram agreed very well with the experimental results. Using the verified FE model, a parametric study on UHPFRCFSTs is carried out. Several parameters, including concrete strength material, steel yield strength, and aspect ratio of the columns (column diameter/tube thickness), are investigated. Eventually, comparisons are conducted between the results obtained from FE simulation and the existing design codes for predicting load-moment interaction diagram of UHPFRCFSTs. It has been found that the Eurocode 4 predictions in most analyzed cases are conservative for UHPFRCFSTs.
“…Residual damages occur depending on the magnitude of the earthquake in reinforced concrete structures exposed to earthquake loads. Experimental and analytical studies have been carried out by many researchers to identify these damages [1][2][3]. Lehmann et al [4] suggest that key damage states of residual cracking, cover spalling, and core crushing can best be related to engineering parameters, such as longitudinal reinforcement tensile strain and concrete compressive strain, using cumulative probability curves.…”
Reinforced concrete columns are the most important structural elements that determine the ductility of the structures. The main parameters affecting the behavior of reinforced concrete columns are axial load level, shear span, percent of longitudinal reinforcement and percent of transverse reinforcement. The aim of this study is to examine residual damage behavior of RC columns under cyclic loading similar to the earthquake loads combined depend on variable axial load level, spanning to depth ratio, longitudinal reinforcement ratio and transverse reinforcement ratio. When the results of experiments are examined, it can be seen that the residual drift ratio of reinforced concrete columns can be used to characterize the damage occurred in the structure after earthquake or loading. In addition, the performance level of the reinforced concrete columns according to the residual drift ratio is defined in FEMA356. As a result of this study, the analytical equation that calculates the residual drift ratio of the reinforced concrete columns at the ultimate displacement limit is proposed.
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