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Academic literature on the topic 'RC columns'

Author: Grafiati

Published: 4 June 2021

Last updated: 11 February 2022

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Journal articles on the topic "RC columns"

1

Huo, Bao Rong, and Xiang Dong Zhang. "Axial Compression Test and Capacity Caculation of RC Columns Consolidation with BFRP, CFRP." Applied Mechanics and Materials 94-96 (September 2011): 481–84. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.481.

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Abstract：Twenty-one RC columns were made, including nine RC columns wrapped with BFRP, nine RC columns wrapped with CFRP, three RC columns without any reinforcement, to conduct the comparative study of axial compression. The result shows that the bearing capacity of the RC columns reinforced with the fibers increases obviously. The bearing capacity of the RC columns with CFRP is higher than that with BFRP, but the difference is not obvious. The displacement ductility factor increases, but its increase rate becomes slow with increasing layers of fiber cloth, so the most economical layer number is 3. Based on the confinement mechanism of FRP cloth and the calculation formula of the bearing capacity for common RC column, the formula of the bearing capacity for reinforced RC column with BFRP cloth is proposed. The result of calculation basically tallies with the number in experiment.

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Mohamed Sayed, Ahmed, Mohamed Mohamed Rashwan, and Mohamed Emad Helmy. "Experimental Behavior of Cracked Reinforced Concrete Columns Strengthened with Reinforced Concrete Jacketing." Materials 13, no. 12 (June 24, 2020): 2832. http://dx.doi.org/10.3390/ma13122832.

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Reinforced concrete (RC) columns often need to be strengthened or rehabilitated to allow them to carry the loads applied to them. In previous studies, RC columns have been strengthened by jacketing, without considering the occurrence of cracking. In this study, the behavior of RC columns strengthened externally by jacketing after cracking is analyzed. The accuracy of the existing models was verified by analyzing the performance of fifteen RC columns with different cross-sections to determine the effect of new variables, such as the column size, amount of steel reinforcement, and whether the column was cracked or not, on the effectiveness of strengthening. The analysis demonstrated that this strengthening technique could effectively improve both the ductility and strength of RC column cross-sections. The results indicate that the model suggested by the ACI-318 code can predict the ultimate load capacity of RC columns without strengthening, or strengthened by RC jacketing before or after cracking, with higher accuracy and material efficiency. The RC columns without strengthening met the safety limit of the ACI-318 model. However, for strengthened columns, a reduction coefficient must be used to enable the columns to meet the safety limit, with values of 94% and 76% for columns strengthened before and after cracking, respectively. Furthermore, strengthening after cracking affects the ultimate load capacity of the column, with 15.7%, 14.1%, and 13.5% lower loads for square, rectangular, and circular columns than those strengthened before cracking, respectively.

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Huo, Bao Rong, and Xiang Dong Zhang. "Axial Compression Test of RC Columns Consolidation with BFRP." Applied Mechanics and Materials 166-169 (May 2012): 881–84. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.881.

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12 RC columns were made, including nine RC columns wrapped with BFRP, three RC columns without any reinforcement, to conduct the comparative study of axial compression. The result shows that the bearing capacity of the RC columns reinforced with the fibers increases obviously.The displacement ductility factor increases, but its increase rate becomes slow with increasing layers of fiber cloth, so the most economical layer number is 3. Based on the confinement mechanism of FRP cloth and the calculation formula of the bearing capacity for common RC column, the formula of the bearing capacity for reinforced RC column with BFRP cloth is proposed. The result of calculation basically tallies with the number in experiment.

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4

Zhu, Lei, Qing Feng Xu, Xiang Min Li, and Chun Ming Zhu. "Experimental Studies of Reinforced Concrete Column Capacity Affected by Core Drilling." Advanced Materials Research 133-134 (October 2010): 1195–200. http://dx.doi.org/10.4028/www.scientific.net/amr.133-134.1195.

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The paper presents the experimental studies of reinforced concrete column (RC column) capacity affected by core drilling. By testing three groups (9 total) of full scale concrete short columns, the experiment demonstrates that the axial compression capacity of RC columns after core drilling is reduced from 5.63% to 22.14% while the ultimate displacement decreases from 1.88% to 26.14%. The behavior of columns is altered from the axial compression failure to a small-eccentricity compression failure. The paper summarizes experiment results, followed by an investigation of the dominant factors, such as column effective cross section, drilling location, drilled hole repairing and reinforcing steels discontinued by drilling, that have impact on RC column capacity. The rationale of capacity variations of RC columns due to core drilling is also investigated.

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Li, Kai Wen, Zhi Yang Li, Xin Wan, and Fei Liu. "Non-Linear Numerical Simulation on Hysteretic Behavior of SRC Columns." Applied Mechanics and Materials 723 (January 2015): 382–86. http://dx.doi.org/10.4028/www.scientific.net/amm.723.382.

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In order to study the mechanics properties to of concrete columns with embedded steel, two groups contrasting analysis models referring to SRC column and RC column are established by using finite element software ABAQUS. Both Static and cycle force are conducted. Analytical results show that bearing capacity and deformation ability of steel embedded reinforced concrete columns (SRC) under static loading are obviously higher than those of the reinforced concrete column (RC). Under the cycle force, the hysteresis circles of the SRC columns are fuller than RC column. The capability of energy consumption of the SRC columns is almost 1.4 times more than the RC columns. Further axial pressure coefficient and stirrup ratio are considered as parameters to study hysteresis characteristics, energy dissipation and the influence of the skeleton curve of SRC columns. The analytical results demonstrate that the hysteresis characteristics and energy dissipationare different with the changes of axial pressure coefficient. Meanwhile, the stirrup ratio of SRC column has little effect on energy dissipation. The study results have some value on the design and application of the SRC columns.

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Lei, Zi Xue, Yu Hang Han, San Sheng Dong, and Jun Qing Guo. "Analysis of Seismic Performance of RC Frames with Centrally Reinforced Columns." Advanced Materials Research 671-674 (March 2013): 1319–23. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.1319.

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A centrally reinforced column is a new type of RC columns, formed by providing a reinforcement skeleton at the central part of the cross section of an ordinary RC column. Tests have shown that as compared with an ordinary RC column, this type of columns has a higher load carrying capacity and ductility. From the pushover analysis of a frame composed of ordinary RC columns and one consisting of centrally reinforced columns, their seismic performance under seismic load of 9-degree intensity was studied according to Chinese code, including target displacements, story-level displacements, interstory drifts, appearance and development of plastic hinges. The results indicate that although the dimensions of cross sections of columns in the frame with centrally reinforced columns are smaller than those of the ordinary frame, the former still has a higher overall load carrying capacity and seismic performance than the latter.

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Ge, Xiao, Matthew S. Dietz, Nicholas A. Alexander, and Mohammad M. Kashani. "Nonlinear dynamic behaviour of severely corroded reinforced concrete columns: shaking table study." Bulletin of Earthquake Engineering 18, no. 4 (November 8, 2019): 1417–43. http://dx.doi.org/10.1007/s10518-019-00749-3.

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Abstract A set of benchmark, medium scale, shaking table tests on corroded reinforced concrete (RC) columns is conducted with the aim of investigating the effects of corrosion damage on the nonlinear dynamic behaviour of RC bridge piers. The experimental programme consists of an uncorroded control specimen and two corroded RC column specimens, with identical structural details. An accelerated corrosion procedure is used to corrode the RC columns. The uncorroded and corroded specimens are subjected to far-field long duration ground motion excitations. The two corroded columns had 51% and 65% average mass loss ratios. The testing sequence includes slight, extensive, and complete damage levels, followed by an aftershock to examine the cascade effect on the nonlinear dynamic response of the proposed RC columns. The experimental results show that corrosion changes the failure mode of the RC columns, and has a significant negative impact on the residual strength (about 50% mass loss results in about 80% strength reduction) and drift capacity of RC columns.

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Han, Sang Whan, Chang Seok Lee, Mary Ann Paz Zambrana, and Kihak Lee. "Calibration Factor for ASCE 41-17 Modeling Parameters for Stocky Rectangular RC Columns." Applied Sciences 9, no. 23 (November 29, 2019): 5193. http://dx.doi.org/10.3390/app9235193.

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Existing old reinforced concrete (RC) buildings could be vulnerable to large earthquake events. Most columns in such buildings have insufficient reinforcement details, which may experience failure during an early loading stage. The failure of columns may lead to partial or complete collapse of entire building systems. To prepare for an adequate retrofit plan for columns, it is necessary to simulate the cyclic behavior of columns using a numerical model with adequate values of constituent modeling parameters. The nonlinear component modeling parameters are specified in ASCE 41-17. However, the experiments on stocky RC columns suggest that ASCE 41-17 nonlinear component modeling parameters do not reflect the RC column behavior adequately. To accurately simulate the nonlinear load–deformation responses of stocky RC columns with low span-to-depth ratio, this study proposes a calibration factor for ASCE 41-17 RC column modeling parameters. For this purpose, this study collected test data of 47 stocky column specimens. Based on the test data, empirical equations including the calibration factor for modeling parameters “a” and “b” in ASCE 41-17 were proposed. The accuracy of the proposed equation was verified by comparing the measured and calculated envelope curves.

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Landović, Aleksandar, and Miroslav Bešević. "Experimental Research on Reinforced Concrete Columns Strengthened with Steel Jacket and Concrete Infill." Applied Sciences 11, no. 9 (April 29, 2021): 4043. http://dx.doi.org/10.3390/app11094043.

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Experimental research on axially compressed columns made from reinforced concrete (RC) and RC columns strengthened with a steel jacket and additional fill concrete is presented in this paper. A premade squared cross-section RC column was placed inside a steel tube, and then the space between the column and the tube was filled with additional concrete. A total of fourteen stub axially compressed columns, including nine strengthened specimens and five plain reinforced concrete specimens, were experimentally tested. The main parameter that was varied in the experiment was the compressive strength of the filler concrete. Three different concrete compression strength classes were used. Test results showed that all three cross-section parts (the core column, the fill, and the steel jacket) worked together in the force-carrying process through all load levels, even if only the basic RC column was loaded. The strengthened columns exhibited pronounced ductile behavior compared to the plain RC columns. The influence of the test parameters on the axial compressive strength was investigated. In addition, the specimen failure modes, strain development, and load vs. deformation relations were registered. The applicability of three different design codes to predict the axial bearing capacity of the strengthened columns was also investigated.

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Li, Jian Hui, Ying Li, and Zong Cai Deng. "Envelope Response of Corroded RC Circular Columns Strengthened with Hybrid Fiber Reinforced Polymers." Advanced Materials Research 255-260 (May 2011): 3124–28. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.3124.

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Corroded RC columns do not possess necessary ductility to dissipate seismic energy during a major earthquake, the study investigates the use of hybrid fiber reinforced polymer (FRP) wrapping as a method of retrofitting non-ductile corroded RC columns, and a model to determine the envelope response of RC corroded columns strengthened with hybrid FRP are presented based on cross-section analysis for undamaged RC element. The results show that the technique of strengthening corroded RC column with hybrid FRP is quite effective, the envelope curve estimated using the linear plane assumption with modification by reinforcement slip model, may still be used as the envelope curve of RC corroded columns strengthened with hybrid FRP, a good agreement between analytical and experimental results is observed.

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Dissertations / Theses on the topic "RC columns"

1

Ataie, Feraidon Farahmand. "A comparative study of strength assessment methods for RC columns." Thesis, Manhattan, Kan. : Kansas State University, 2010. http://hdl.handle.net/2097/4263.

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Bournas, Dionysios A., Thanasis C. Triantafillou, and Catherine G. Papanicolaou. "Retrofit of Seismically Deficient RC Columns with Textile- Reinforced Mortar (TRM) Jackets." Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1244049636138-65944.

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The effectiveness of a new structural material, namely textilereinforced mortar (TRM), was investigated experimentally in this study as a means of confining old-type reinforced concrete columns with limited capacity due to bar buckling or due to bond failure at lap splice regions. Comparisons with equal stiffness and strength fiber-reinforced polymer (FRP) jackets allow for the evaluation of the effectiveness of TRM versus FRP. Tests were carried out on full scale non-seismically detailed RC columns subjected to cyclic uniaxial flexure under constant axial load. Thirteen cantilever-type specimens with either continuous longitudinal reinforcement (smooth or deformed) or lap splicing of longitudinal bars at the floor level were constructed and tested. Experimental results indicated that TRM jacketing is quite effective as a means of increasing the cyclic deformation capacity of old-type RC columns with poor detailing, by delaying bar buckling and by preventing splitting bond failures in columns with lap spliced bars. Compared with their FRP counterparts, TRM jackets used in this study were found to be equally effective in terms of increasing both the strength and deformation capacity of the retrofitted columns. From the response of specimens tested in this study, it can be concluded that TRM jacketing is an extremely promising solution for the confinement of reinforced concrete columns, including poorly detailed ones with or without lap splices in seismic regions.

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Lee, Chung-Sheng. "Modeling of FRP-jacketed RC columns subject to combined axial and lateral loads." Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC campuses, 2006. http://wwwlib.umi.com/cr/ucsd/fullcit?p3211782.

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Thesis (Ph. D.)--University of California, San Diego, 2006.
Title from first page of PDF file (viewed June 14, 2006). Available via ProQuest Digital Dissertations. Vita. Includes bibliographical references (p. 288-295).

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Kadhom, Bessam. "Blast Performance of Reinforced Concrete Columns Protected by FRP Laminates." Thesis, Université d'Ottawa / University of Ottawa, 2016. http://hdl.handle.net/10393/34752.

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Recent terrorist attacks on critical infrastructures using car bombs have heightened awareness on the needs for blast resistance of structures. Blast design of civilian buildings has not been a common practice in structural design. For this reason, there is now an urgent need to mitigate the potentially devastating effects of blast shock waves on existing structures. The current research project, the results of which are reported in this dissertation, aims to expand knowledge on blast resistance of reinforced concrete building columns, while developing a technology and design procedure for protecting critical buildings columns against the damaging effects of impulsive blast loads through the use of externally applied fibre-reinforced polymer (FRP) jackets of different material architecture. The research project has a significant experimental component, with analytical verifications. A total of thirty two reinforced concrete columns were experimentally investigated under the effects of simulated blast loads using the University of Ottawa Shock Tube. Column dimensions were 150 mm x 150 mm in cross section and 2438 mm in length. Each concrete column was reinforced longitudinally with four 10M rebars which were tied laterally with 6.3 mm closed steel hoops, spaced at 37.5 mm and 100 mm c/c, representing seismic and non-seismic column details, respectively. The experimental research had two phases. Phase-I (sub-study) included blast tests of eight as-built, seismically detailed columns. The behaviour of these columns was explored under single and multiple blast shots, with and without the application of pre-blast axial loads. Phase-II (main-study) included column tests of different carbon FRP (CFRP) designs to investigate the significance of the use of different CFRP column jacket designs on dynamic response of twenty four seismic and non-seismic RC columns. Analytical investigation was conducted to assess and verify the significance of experimentally investigated parameters on column response. These included the use of Single-Degree-of-Freedom (SDOF) dynamic inelastic analysis, generation of dynamic resistance functions, the effects of variable axial loads, different plastic hinge lengths and the influence of secondary moments (P- moments) on column behaviour. The results indicate that the loading history has effects on column response, with multiple shots reducing column stiffness, and affecting dynamic response of columns relative to single blast shots of equivalent magnitude. The effect of concrete strength within the normal-strength concrete range is to increase strength and decrease deformations. Columns with CFRP jackets have considerable improvements in column deformability, with additional increases in column strength. The CFRP laminate design influences performance, with jackets having fibres in ±45o orientation especially improving column ductility and increasing plastic hinge lengths, thereby permitting redistribution of stresses and dissipating blast energy. Axial gravity loads vary during blast loads and can affect column strength. It was shown that SDOF dynamic inelastic analysis does capture key structural performance parameters in blast analysis. The consideration of experimentally observed parameters in column analysis; including the influence of CFRP design and associated change in plastic hinge length, variable axial load during response, and secondary moment (P- moments) result in significant improvements in the accuracy of blast analysis. The experimental results and the suggested improvements to the SDOF analysis technique can be used to implement a performance-based design approach recommended as part of the current research project for design of CFRP protection systems for concrete columns.This research project was conducted jointly by the National Research Council Canada (NRC) and the University of Ottawa.

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Doruk, Koray. "Fiber Reinforced Polymer Confined Rc Circular Columns Subjected To Axial Load And Bending Moment." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607474/index.pdf.

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Fiber reinforced polymers (FRPs) have gained increasing popularity in upgrades of reinforced structural elements due to high strength to weight ratio and ease of application. In this study, the effectiveness of the carbon reinforced polymer wrapping (CFRP) on ductility and strength of circular reinforced concrete columns, made of low strength concrete, is presented. Four circular reinforced columns with similar dimensions, longitudinal and confining steel reinforcement were tested under combined axial load and bending moment. Three specimens were strengthened with CFRP and the results were compared with the control specimen. The main parameter of the experimental study was selected as the level of eccentricity. First of all, the strain profiles of FRPs in the circumferential direction were observed and the confining stress distributions were examined. Then, an axial stress-strain model for FRP confined concrete with a transition from softening to hardening response for different confinement ratios is proposed. The proposed model was verified by comparing the model estimations with the test results obtained from this study and results reported by other researches. In addition, a parametric study was presented to obtain a simple equation to estimate curvature ductility of FRP confined circular columns.

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Peng, Jun, and 彭军. "Strain gradient effects on flexural strength and ductility design of normal-strength RC beams and columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2012. http://hub.hku.hk/bib/B48329630.

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The stress-strain characteristics of concrete developed in flexure is very important for flexural strength design of reinforced concrete (RC) members. In current RC design codes, the stress-strain curve of concrete developed in flexure is obtained by scaling down the uni-axial stress-strain curve to account for the strain gradient effect. Therefore, the maximum concrete stress that can be developed under flexure is smaller than its uni-axial strength, and the use of which always underestimates the flexural strength of RC beams and columns even though the safety factors for materials are taken as unity. Furthermore, the value of strength underestimation was different for RC beams and columns, which indicates that the extent of strain gradient will affect the maximum concrete stress and stress-strain curve developed under flexure. To investigate the maximum concrete stress, 29 column specimens were fabricated and tested in this study. They were divided into 9 groups, each of which was poured from the same batch of concrete and contained specimens with identical cross-section properties. In each group, one specimen was tested under concentric load while the rest was/were subjected to eccentric or horizontal load. To study the strain gradient effects, the ratio of the maximum concrete compressive stress developed in the eccentrically/horizontally loaded specimens to the maximum uni-axial compressive stress developed in the counterpart concentrically loaded specimens, denoted by k3, is determined based on axial force and moment equilibriums. Subsequently, the concrete stress block parameters and the equivalent rectangular concrete stress block parameters are determined. It is found that the ratios of the maximum and equivalent concrete stress to uni-axial cylinder strength, denoted respectively by k3 and , depend significantly on strain gradient, while that of the depth of stress block to neutral axis depth, denoted by , remains relatively constant with strain gradient. Design equations are proposed to relate and  with strain gradient for strength calculation, whose applicability is verified by comparing the strengths of RC beams and columns tested by various researchers with their theoretical strengths predicted by the proposed parameters and those evaluated based on provisions of RC codes. Based on the test results, the stress-strain curve of normal-strength concrete (NSC) developed under strain gradient is derived using least-square method by minimising the errors between the theoretical axial load and moment and the respective measured values. Two formulas are developed to derive the flexural stress-strain curve, whose applicability is verified by comparing the predicted strength with those measured by other researchers. Lastly, the application of the proposed stress-block parameters and stress-strain curve of NSC will be illustrated by developing some charts for flexural strength design of NSC beams and columns. The application will further be extended to develop strength-ductility charts for NSC beams and columns, which enable simultaneous design of strength and ductility. By adopting the proposed design charts, the flexural strength design, as well as that of the plastic hinge forming mechanism during extreme events, will be more accurate. The resulting design will be safer, more environmentally friendly and cost effective.
published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy

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Chen, Mantai, and 陈满泰. "Combined effects of strain gradient and concrete strength on flexural strength and ductility design of RC beams and columns." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2014. http://hdl.handle.net/10722/206429.

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The stress-strain relationship of concrete in flexure is one of the essential parameters in assessing the flexural strength and ductility of reinforced concrete (RC) structures. An overview of previous research studies revealed that the presence of strain gradient would affect the maximum concrete stress and respective strain developed in flexure. Previously, researchers have conducted experimental studies to investigate and quantify the strain gradient effect on maximum concrete stress and respective strain by developing two strain-gradient-dependent factors k3 and ko for modifying the flexural concrete stress-strain curve. In this study, the author established a new analytical concrete constitutive model to describe the stress-strain behavior of both normal-and high-strength concrete in flexure with the effect of strain gradient considered. Based on this, comprehensive parametric studies have been conducted to investigate the combined effects of strain gradient and concrete strength on flexural strength and ductility design of RC beams and columns with concrete strength up to 100 MP a by employing the strain-gradient-dependent concrete stress-strain curve using non-linear moment-curvature analysis. From the results of the parametric studies, it is evident that both the flexural strength and ductility of RC beams and columns are improved under strain gradient effect. A design value of ultimate concrete strain of 0.0032and anew equivalent rectangular concrete stress block incorporating the combined effects of strain gradient and concrete strength have been proposed and validated by comparing the proposed theoretical strength with the strength of 198 RC beams and 275 RC columns measured experimentally by other researchers. It is apparent from the comparison that the proposed equations can predict more accurately the flexural strength of RC beams and columns than the current RC design codes. Lastly, for practical engineering design purpose, design formulas and charts have been produced for flexural strength and ductility design of RC beams and columns incorporating the combined effects of strain gradient and concrete strength.
published_or_final_version
Civil Engineering
Master
Master of Philosophy

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Wood, Brian Henry. "Experimental validation of an integrated FRP and visco-elastic hardening, damping, and wave-modulating system for blast resistance enhancement of RC columns." Diss., Rolla, Mo. : Missouri University of Science and Technology, 2008. http://scholarsmine.mst.edu/thesis/pdf/Wood_09007dcc80538e4c.pdf.

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Thesis (M.S.)--Missouri University of Science and Technology, 2008.
Vita. The entire thesis text is included in file. Title from title screen of thesis/dissertation PDF file (viewed August 28, 2008) Includes bibliographical references (p. 112-115).

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Jemaa, Yaser. "Seismic behaviour of deficient exterior RC beam-column joints." Thesis, University of Sheffield, 2013. http://etheses.whiterose.ac.uk/15025/.

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Post-earthquake reconnaissance and results of previously conducted experiments show that stiffness and strength deterioration of beam-column joints can have a detrimental effect on the integrity and vulnerability of reinforced concrete frame structures, especially in older buildings in developing countries. As a result, there is a need to develop efficient structural evaluation techniques that are capable of accurately estimating the strength and deformability of existing buildings to facilitate the development of safer, simpler, and lower cost retrofit solutions and thus contributing to risk mitigation. The current research is part of a general effort that is being carried out at the University of Sheffield to quantify and develop strategies for the mitigation of seismic risk in developing countries. The primary aim of this work is to improve the current understanding of the seismic behaviour of deficient exterior reinforce concrete beam-column joints. Seven full-scale isolated exterior beam-column joints were tested under quasi-static cyclic loading to investigate and quantify the effects of using different types of beam reinforcement anchorages and low column axial loads on the seismic shear performance of exterior beam-column joints with no shear reinforcement. Contrary to what is reported in the literature, the test results show that increasing the column axial load even at very low levels «O.2f'oAg,) can enhance the joint shear strength of deficient exterior joints (exhibiting pure shear failure) by up to 15%. The test results also show that, for the same joint panel geometry and column axial load, the type of beam anchorage detail, whether it is a straight bar, long or short hook, can influence the joint shear strength by up to 34%. A new analytical model that predicts the shear strength of deficient exterior beam-column joints in both loading directions and takes into account the column axial load and bond conditions within the joint is developed. The model predicts with good accuracy the strength of the tested specimens in addition to other specimens reported by other researchers. Furthermore, a springbased exterior beam-column joint model for finite element analysis of deficient RC frames is proposed. The model development includes a joint shear stress-strain constitutive model based on the developed strength model. The simulated response using the proposed model shows good agreement with the experimentally observed response.

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Reza, Samy Muhammad. "Seismic performance of multi-span RC bridge with irregular column heights." Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/41050.

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Bridges are essential elements in modern transportation network and play a significant role in a country’s economy. However, it has always been a major challenge to keep bridges safe and serviceable. Modern bridge design codes include seismic detailing in order to ensure ductile behavior, which was absent in the pre-1970 codes that made older bridges vulnerable during earthquakes. The main parameters effecting the performance of bridge (tie spacing, concrete and steel properties, amount of reinforcement) varies significantly from old to modern bridges. The presence of irregularity in column heights is one of the common causes of seismic vulnerability and the non-uniform column height is the most common form of irregularity. In this study, a four span RC box-girder bridge has been considered for different column height configurations. Here, a detailed parametric study has been performed to understand the effects of various factors on the limit states of the individual bridge columns using factorial analysis. Static pushover analyses, incremental dynamic analyses and fragility analyses of bridges with irregular column heights have been conducted to identify the seismic vulnerability of bridges in the longitudinal direction due to irregularity in column height. This study also investigated the difference of conventional force-based approach and displacement-based approach in designing a bridge with irregular column heights. Canadian Highway Bridge Design Code (CHBDC) and AASHTO 2007, like other traditional design codes follow force-based design (FBD) method, which is focused at the target force resistance capacity of the structure. On the other hand, displacement-based design approach focuses on a target maximum displacement of the bridge during the earthquake in a specific zone. Seismic performances of the bridges designed in two different methods have been compared by non-linear dynamic analyses in the longitudinal direction in terms of maximum and residual displacements and energy dissipation capacity.

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Books on the topic "RC columns"

1

Miranda, Pio A. Displacement-based assessment of RC columns with limited shear resistance. Pavia: ROSE school, 2005.

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Ghosh, Kumar Kanti. Seismic upgrade with CFRP of RC columns containing lap spliced rebars in plastic hinge regions. Ottawa: National Library of Canada, 2002.

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Javaid, Usman. Seismic upgrade with GFRP of RC columns containing lap spliced rebars in plastic hinge regions. Ottawa: National Library of Canada, 2003.

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Sri Lanka) International Seminar on Computer Aided Analysis and Design of Structures (2000 Colombo. Modelling and analysis of structures in 2D, modelling and analysis of structures in 3D, design of RC beams and columns, integrated analysis and design of frames and buildings. Colombo: ACECOMS, 2000.

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Book chapters on the topic "RC columns"

1

Barlek Mendoza, Pablo Mariano, Daniela Micaela Scotta, and Enrique Emilio Galíndez. "Seismic Capacity Reduction Factors for a RC Beam and Two RC Columns." In Proceedings of the International Conference on Earthquake Engineering and Structural Dynamics, 159–72. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-78187-7_13.

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Kim, Jin Ho, and Jin Yoo Choi. "Reliability-Based Seismic Performance Evaluation of RC Columns." In Fracture and Damage Mechanics V, 1015–20. Stafa: Trans Tech Publications Ltd., 2006. http://dx.doi.org/10.4028/0-87849-413-8.1015.

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Li, Yihai, Bo Wu, and Martin Schneider. "Numerical Modeling of Retrained RC Columns in Fire." In Computational Structural Engineering, 951–57. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2822-8_106.

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Wang, Z. Y., D. Y. Wang, S. A. Sheikh, and J. T. Liu. "Seismic Performance of FRP-Confined Circular RC Columns." In Advances in FRP Composites in Civil Engineering, 810–14. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-17487-2_178.

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Krainskyi, Pavlo, Yaroslav Blikharskyy, Roman Khmil, and Pavlo Vegera. "Crack Resistance of RC Columns Strengthened by Jacketing." In Proceedings of CEE 2019, 195–201. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-27011-7_25.

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Bournas, Dionysis, and Thanasis Triantafillou. "Innovative Seismic Retrofitting of RC Columns Using Advanced Composites." In Advances in Performance-Based Earthquake Engineering, 383–93. Dordrecht: Springer Netherlands, 2010. http://dx.doi.org/10.1007/978-90-481-8746-1_36.

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Waghmare, Ambadas, Daniel Koothoor, Dhruv Shah, Kinal Bid, Raghav Agarwal, Rahul Ghadwal, Snehal Sonawane, Viraj Sanghvi, and Abhay Bambole. "Performance of RC Columns Strengthened with Prestressed CFRP Bands." In Lecture Notes in Civil Engineering, 709–20. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0365-4_60.

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Formisano, Antonio. "Local Reinforcing of RC Columns by Steelwork: A Parametric Study." In Durability of Concrete Structures, 17–37. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-62825-3_2.

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Mondal, T. Ghosh, and S. Suriya Prakash. "Effect of Tension Stiffening on Torsional Behaviour of Square RC Columns." In Advances in Structural Engineering, 2131–44. New Delhi: Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2187-6_163.

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Komathi, M., and Amlan K. Sengupta. "Evaluation of Shear Strength of RC Columns Strengthened by Concrete Jacketing." In Advances in Structural Engineering, 483–94. New Delhi: Springer India, 2014. http://dx.doi.org/10.1007/978-81-322-2190-6_40.

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Conference papers on the topic "RC columns"

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Qiang, Li. "Bearing Capacity of Corroded RC Columns." In 2010 Third International Conference on Information and Computing Science (ICIC). IEEE, 2010. http://dx.doi.org/10.1109/icic.2010.243.

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Chinthapalli, Hemanth Kumar, M. Chellapandian, Anil Agarwal, and Suriya Prakash. "Retrofitting of fire damaged RC columns." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, QLD Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/8b1eb4f.

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PROTA, A., G. MANFREDI, and E. COSENZA. "CONFINEMENT OF RC RECTANGULAR COLUMNS USING GFRP." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0061.

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Araki, Hideo, Kazushi Sadasue, and Eisuke Sakamoto. "Seismic performance of circular columns from an existing RC building constructed in 1969." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.1257.

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<p>Experimental work was performed using two circular columns taken from a reinforced concrete (RC) building constructed in 1969. The diameter of each column was 550 mm, and the average concrete strength obtained from the material tests was 11.3N/mm2. The columns were subjected to reversal loading with displacement control under constant axial load to evaluate the validity of the equations currently used for seismic evaluation. The damaged columns were repaired with epoxy resin injection to investigate the effect of repairs after earthquake events. The final collapse mechanism was the shear failure mode after flexural yielding. The maximum strength of the retrofitted columns was approximately 1.1 times that of the original columns. Three-dimensional nonlinear finite element analysis was conducted using ‘‘FINAL’’. The minimum principal stress of the circular columns with low-strength concrete was also examined.</p>

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Jin Bo and Wu Hansheng. "Seismic response analysis of CFRP retrofitted RC columns." In 2011 Second International Conference on Mechanic Automation and Control Engineering (MACE). IEEE, 2011. http://dx.doi.org/10.1109/mace.2011.5987502.

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BOUSIAS, S. N., T. C. TRIANTAFILLOU, M. N. FARDIS, L. A. SPATHIS, and B. O'REGAN. "STRENGTHENING OF CORROSION-DAMAGED RC COLUMNS WITH FRP." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0049.

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MORTAZAVI, A. A., K. PILAKOUTAS, and M. A. CIUPALA. "LATERAL PRESTRESSING OF RC COLUMNS WITH FRP JACKETS." In Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures (FRPRCS–6). World Scientific Publishing Company, 2003. http://dx.doi.org/10.1142/9789812704863_0060.

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Al-Salloum, Yousef, Tarek Almusallam, Tuan Ngo, Hussein Elsanadedy, Husain Abbas, and Priyan Mendis. "Progressive Collapse Analysis of a Medium-Rise Circular RC Building Against Blast Loads." In ASME 2016 35th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/omae2016-54901.

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This paper investigates the vulnerability of a typical medium-rise circular RC building against progressive collapse as a result of blast generated waves. The building is an eight storied (including one story basement) commercial complex. The likely blast threat scenario was identified by qualitatively assessing the vulnerability of the critical elements of the structure. LS-DYNA was used for the finite element modelling of the structure. The study presents local model analysis of one of its circular columns for which fluid-structure interaction through Alternate Lagrangian Eulerian (ALE) element formulation has been employed. The concrete volume in the columns was modeled using 8-node reduced integration solid hexahedron elements. The global model analysis was carried out to examine the overall response of the structure due to the failure of one of the critical columns. The building was modeled using beam and shell elements. The 2-node axial beam elements with tension, compression, torsion, and bending capabilities were employed to represent the RC beams and columns, whereas the four node quadrilateral and three node triangular shell elements were used to represent the core wall, floor slabs, retaining walls and facade. The column bases of the building were fixed at the level of raft slab. The results of the study are proposed to be used to control or prevent progressive collapse of RC buildings.

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Han, Lin-Han, and Kan Zhou. "Fire performance of concrete-encased CFST columns and beam-column joints." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6927.

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Concrete-encased CFST (concrete filled steel tube) structure is a type of composite structure featuring an inner CFST component and an outer reinforced concrete (RC) component. They are gaining popularity in high-rise buildings and large-span buildings in China nowadays. To date, the behaviour of concrete-encased CFST structures at ambient temperature has been investigated, but their fire performance has seldom been addressed, including the performance in fire and after exposure to fire. This paper summarizes the fire test results of concrete-encased CFST columns and beam-column joints. The cruciform beam-column joint was composed of one continuous concrete-encased CFST column and two cantilevered reinforced concrete (RC) beams. These specimens were subjected to a combined effect of load and full-range fire. The test procedure included four phases, i.e. a loading phase at ambient temperature, a standard fire exposure phase with constant load applied, a sequential cooling phase and a postfire loading phase. The main findings are presented and analysed. Two types of failure were identified, i.e. the failure during fire exposure and the failure during postfire loading. Global buckling failure was observed for all the column specimens. The column specimens with common load ratios achieved high fire ratings without additional fire protection. The concrete-encased CFST columns also retained high postfire residual strength. As for the joint members, beam failure was observed in all cases. The measured temperature-time history and deformation-time history are also presented and discussed. For both the column and joint specimens, the deformation over the cooling phase was significantly greater than that in the standard fire exposure phase.

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Koksal, H. O., T. Turgay, C. Karakoç, and S. Ayçenk. "Modeling aspects concerning the axial behavior of RC columns." In MATERIALS CHARACTERISATION 2011. Southampton, UK: WIT Press, 2011. http://dx.doi.org/10.2495/mc110161.

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