To see the other types of publications on this topic, follow the link: RC columns.
Dissertations / Theses on the topic 'RC columns'
Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles
Consult the top 50 dissertations / theses for your research on the topic 'RC columns.'
Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.
You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.
Browse dissertations / theses on a wide variety of disciplines and organise your bibliography correctly.
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.
Full text
2
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.
Full textAbstract:
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.
3
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.
Full textAbstract:
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).
4
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.
Full textAbstract:
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.
5
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.
Full textAbstract:
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.
6
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.
Full textAbstract:
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
7
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.
Full textAbstract:
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
8
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.
Full textAbstract:
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).
9
Jemaa, Yaser. "Seismic behaviour of deficient exterior RC beam-column joints." Thesis, University of Sheffield, 2013. http://etheses.whiterose.ac.uk/15025/.
Full textAbstract:
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.
10
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.
Full textAbstract:
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.
11
Söderström, Adam. "Field study of RC column in high risebuilding - Monitoring and analysis." Thesis, Umeå universitet, Institutionen för fysik, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:umu:diva-165131.
Full text
12
Bowers, Jeremy Thomas. "Nonlinear Cyclic Truss Model for Beam-Column Joints of Non-ductile RC Frames." Thesis, Virginia Tech, 2014. http://hdl.handle.net/10919/50437.
Full textAbstract:
Reinforced concrete (RC) moment frames comprise a significant portion of the built environment in areas with seismic hazards. The beam-to-column joints of these frames are key components that have a significant impact on the structure's behavior. Modern detailing provides sufficient strength within these joints to transfer the forces between the beams and the columns during a seismic event, but existing structures built with poor detailing are still quite prevalent. Identifying the need and extent of retrofits to ensure public safety through nondestructive means is of primary importance. Existing models used to analyze the performance of RC beam-to-column joints have either been developed for modern, well-detailed joints or are simplified so that they do not capture a broad range of phenomena.
The present study is aimed to extend a modeling technique based on the nonlinear truss analogy to the analysis of RC beam-to-column joints under cyclic loads. Steel and concrete elements were arranged into a lattice truss structure with zero-length bond-slip springs connecting them. A new steel model was implemented to more accurately capture the constitutive behavior of reinforcing bars. The joint modeling approach captured well the shear response of the joint. It also provided a good indication of the distribution of forces within the joint.
The model was validated against three recently tested beam-column subassemblies. These tests represented the detailing practice of poorly-detailed RC moment frames. The analytical results were in good agreement with the experimental data in terms of initial stiffness, strength and damage pattern through the joint.Master of Science
13
Helal, Yasser. "Seismic strengthening of deficient exterior RC beam-column sub-assemblages using post-tensioned metal strips." Thesis, University of Sheffield, 2012. http://etheses.whiterose.ac.uk/7286/.
Full textAbstract:
Old reinforced concrete buildings are vulnerable to seismic actions as they were built in accordance with non-seismic code provisions and suffer from poor material quality and/or reinforcement detailing. Moreover, many buildings were constructed without even basic design code recommendations. Consequently, their structural components, in particular beam-column joints, suffer from a wide range of deficiencies. These joints may deteriorate severely under seismic actions leading to extensive damage and collapse. The current study aims to develop an understanding of the behaviour of exterior beam-column joints with shear strength and anchorage deficiencies, and to examine a strengthening solution using post-tensioned metal strips in upgrading their performance. A multiphase experimental programme was conducted including small and medium scale beams with inadequate lap splices loaded in tension and deficient isolated full-scale exterior beam-column joints subjected to quasi-static cyclic loading. In the beam tests, deficient splices were investigated under different confinement conditions, namely, unconfined, internally confined by steel stirrups, and externally confined by metal strips. Test parameters included concrete cover, confinement ratios, concrete quality, and bar diameter. Providing post-tensioned external confinement had a considerable impact on the behaviour, and resulted in sizable enhancements in strength and ductility. Parametric studies were conducted to identify the parameters most influencing the contribution of external confinement to bond. A bond stress-slip model is proposed that can be used to predict and simulate the behaviour of splices strengthened by post-tensioned metal strips. This model was implemented in FE models of beams and showed good correlation with the measured response. In the joint tests, four full scale exterior RC beam-column joints were tested under cyclic loading. The joints experienced severe cracking and damage including a shear mechanism in the panel zone. The joints failed prematurely at about 50% of their nominal flexural strength. Strengthening the joints with post-tensioned metal strips led to an improved performance, higher energy dissipation and more controlled shear failure along with moderate damage in the beam. An enhanced ACI-based strut-and-tie joint model is proposed and verified against the current test results and results by others. The model can be used for strengthened specimens as well as unconfined exterior joints and it accounts for different beam anchorage lengths. A quad-linear shear stress-strain model is proposed to simulate the behaviour of strengthened joints. The model was implemented in a finite element panel-zone scissors model. The scissors model was incorporated in nonlinear static and cyclic analyses. The simulated response was found to represent the joint behaviour reasonably well. A full-scale two storey reinforced concrete framed building was designed and tested on a shaking table, in cooperation with different researchers and academic partners. The building was substandard with a multiple range of deficiencies in the joint regions and connecting elements. The bare building suffered severe damage under small seismic intensities. Upgrading the structure with schemes of post-tensioned metal strips led to a considerably enhanced performance.
14
Akguzel, Umut. "Seismic Performance of FRP Retrofitted Exterior RC Beam-Column Joints under Varying Axial and Bidirectional Loading." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2011. http://hdl.handle.net/10092/5993.
Full textAbstract:
Most of the experimental studies available in literature on the seismic assessment and retrofit of existing, poorly detailed, reinforced concrete (RC) beam-column joints typical of pre-1970s construction practice have concentrated on the two-dimensional (2D) response, using unidirectional cyclic loading testing protocols and a constant column axial load. Even more limited information is available on the performance of corner three-dimensional (3D) RC beam-column joints with substandard detailing subjected to a bidirectional-loading regime. In addition, little effort has been dedicated to the development of simple but reliable analysis and design procedure for FRP-strengthened joints.
This thesis aims to (1) investigate the effects of varying axial and bidirectional loading on the seismic performance of deficient exterior RC beam-column joints before and after retrofit and (2) develop performance-based seismic assessment and FRP-based retrofit procedures for exterior and corner beam-column joints. For this purpose, following a critical review on the seismic vulnerability of both existing and retrofitted exterior and corner beam-column joints under varying and bidirectional loading demands, a comprehensive experimental programme along with analytical and numerical studies are carried out.
A performance-based retrofit approach was adopted in order to achieve the desired ductile failure mode by modifying the hierarchy of strength within the beam-column joint system. In order to achieve this, existing retrofit design methodology available in literature was refined and a step-by-step procedure was proposed for the assessment of the as-built and proceeding retrofit design of FRP-retrofitted exterior beam-column joints. In addition, the role and importance of accounting for the correct demand conditions (e.g., the variation of axial loads) in the assessment of the existing joint and the design of the FRP retrofit scheme were discussed. In order to assist the retrofit design and assessment procedure a semi-empirical analytical model was developed to evaluate the joint shear resistance after FRP retrofit. Both the proposed assessment methodology and design procedure along with the analytical procedure were verified by experimental studies performed in this thesis and experimental tests available in the literature. Parametric analyses were also carried out to indicate the
Umut Akguzel Seismic Performance of FRP Retrofitted Exterior RC Beam-Column Joints
under Varying Axial and Bidirectional Loading
effectiveness of strengthening with different materials, configurations and failure limit states.
The feasibility and efficiency of a retrofitting intervention using GFRP composites were investigated based on the quasi-static cyclic tests conducted on four 2D exterior (plane frame) and two 3D corner (space frame) RC joints. All specimens were of 2/3 scale, designed according to pre-1970s construction practice. The properties of the specimens are summarized briefly as follows:
(1) Specimen 2D1 was tested under varying axial load as an exterior 2D benchmark unit;
(2) Specimen 2D2 was tested under constant axial load with minimum retrofit solution designed according to the proposed methodology;
(3) Specimen 2D3 was tested under varying axial load with the same retrofit scheme adopted in 2D2; (4) Specimen 2D4 was tested under varying axial load with improved retrofit scheme;
(5) Specimen 3D1 was tested under bidirectional loading with varying axial load as a benchmark;
(6) Specimen 3D2 was tested under bidirectional loading with varying axial load with improved retrofit scheme adopted in Specimen 2D4.
The test outcomes highlighted the potentially unconservative effects of neglecting the actual multiaxial load demand, when assessing the behaviour of existing beam-column joints and designing a proper retrofit intervention. Corner beam-column joints within a frame building were confirmed to be particularly vulnerable. However, with an adequate retrofit design accounting for the multiaxial load effects, the implemented retrofit solutions provided the necessary improvements of the behaviour of the as-built specimens. This resulted in the development of a more appropriate hierarchy of strength with the formation of plastic hinges in the beam and protection of the weaker mechanisms. The experimental findings were also used to identify the critical damage limit states and engineering parameters to be adopted within the framework of performance-based seismic retrofit design.
In addition to the experimental and analytical studies, FEM numerical studies based on microplane concrete model approach were carried out. Three-dimensional finite element (FE) models for retrofitted 2D exterior joint (Specimen 2D2) and as-built 3D corner joint (Specimen 3D1) were developed and analysed. The analysis results showed good agreement with the experimental results.
15
Hwang, Guann-Jye, and 黃冠傑. "Design of Seismic Confinement of RC Columns." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/06129148334042309253.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
101
In a metropolitan area with a high population density, construction of high-rise buildings for residential purpose is a necessity especially for urban renewal. While lower-story columns sustain higher self-weight above, it means higher axial load when the buildings are higher. Reinforced concrete structure is preferred for a residential building . When the high-rise buildings use the reinforced concrete, it needs to use the large dimension column for the high axial load. That structure area can be used will be reduiced by large dimention columns. The use of high strength materials can effectively solve this problem and reduce the dimension of members. Both high axial load and high-strength concrete will reduice the seismic deformation capacity of columns. How to fix the problem will be an important issue. According the past experience, we can improve the deformation capacity of column by adding more confinement steel or using the seismic hook. For the high-strength concrete, we also can use the high-strength steel to increase the confinemect effect and improve the deformation capacity. In fact, confinement provisions in ACI 318 code do not necessarily ensure adequate deformation capacity. Therefore, to revise the design equation for seismic confinement is the main objective of this research. In 2012 year, Wei-Fun Che proposed an equation for confinement design. It consider the axial load paramenter. In order to verify the suggestion equation, this study tested 8 specimens with high axial load. Finally that equation in further modified for design of seismic confinement of RC columns.
16
Wang, Shuo-Teng, and 王碩騰. "Cyclic Loading Analysis of RC Bridge Columns." Thesis, 2003. http://ndltd.ncl.edu.tw/handle/30294270979204920411.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
91
In order to predict the behavior of a column under the cyclic loading, this study designed an analytic method and developed a computer program Colana XP for circular, rectangular and wall typed column cross sections in last several years. About this topic, it has not been built up in our nation. Thus, Colana XP is based on UB-COLA which was developed by Dr. G. A. Chang in 1994, involved 5 concrete confined theories and 2 steel models. It also considers the functions of state of the main bars (continue, cut-off, lapped) and FRP retrofit in the future. Colana XP is a window user interface program. Of special importance in this program is including a lot of concepts, fiber elements and CIST model for predicting shear deformation, to simulate gradual crack closure for the concrete. Currently, the predictions are still higher than the experiments. But it provides a suitable predict on basic behavior tendency.
17
Tsai, Wan-Ting, and 蔡宛婷. "Design of Seismic Confinement of RC Tied Columns." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/74792957954135302480.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
104
Reinforcement concrete structure is the major building system in Taiwan. In metropolitan area of Taiwan with a high population deansity, construction of high-rise buildings for residential purpose is a necessity. It leads to very high axial load in the lower story columns. Moment resisting frames is often used to resist earthquake in Taiwan. This system behaves well during earthquake, since they have the strong-column weak-beam assemblages to dissipate the energy. Flexural yielding should occur at both ends of beams, and column ends at base can be yielded at final stage. To sure this mechanism in ductile manner, the columns should be well confined. Current column provisions on confinement in Taiwan code, similar to ACI 318-11code, the influence of high axial force on reducing deformation capacity is not concidered. Recently, ACI 318-14 requires a increased confining reinforcement for column with higher axial load. In addition, ACI requires that all the column longitudinal bars be engaged with seismic hooks when column axial load is high. Due to the limited accessibility of construction facilities, the provisions to use seismic hooks for both end of cross-ties are difficult to follow in Taiwan. Due to this problem of the construction in Taiwan, the purpose of this study is to investigate the applicability of the crosstie with a seismic hook at one end and a 90-degree hook at the other end. Total of 8 column specimens were tested in this study, and the use of crosstie with a 90-degree hook at one end is allowed.
18
Lin, Min-Lang, and 林敏郎. "Seismic Retrofit of RC Columns and Mechanical Behavior of Double-Skinned CFT Columns." Thesis, 2002. http://ndltd.ncl.edu.tw/handle/42227360754478417269.
Full textAbstract:
博士國立臺灣大學
土木工程學研究所
90
Abstract The objective of this research is to investigate the seismic performance of rectangular RC columns retrofitted by external jackets for the bridge and building columns under low and high axial stresses, respectively. The research also focuses on the mechanical behavior of the double-skinned concrete filled steel tubular (DSCFT) columns with a large diameter-thickness (D/t) ratio. For the retrofit of rectangular RC columns, this research focuses on the seismic retrofit to prevent lap-splice or shear failure of bridge columns designed according to the pre-1987 Taiwan standards. In this research, the octagonal steel-jacketing techniques improving the seismic performance of rectangular reinforced concrete bridge columns have been developed. Effectiveness of using the elliptical and rectangular steel jackets on seismic retrofit of rectangular columns is also assessed and validated by the tests. Tests conducted on the 0.4-scale specimens confirm that seismic performance of rectangular RC bridge columns can be significantly and equally enhanced by elliptical or octagonal steel jacket. Rectangular steel jacketing can improve shear strength, but its deficiency in improving seismic flexural performance is evidenced. Test results of the full scale specimen indicate that the proposed octagonal steel jacketing scheme can successful prevent the lap-splice failure for real bridge applications. Tests confirm that a retrofit scheme excellent in performance but with a smaller cross-sectional area than that in the elliptical jacketing has been successfully developed. Axial compression test results for square RC columns incorporating various kinds of jacketing schemes and Taiwanese construction practice in the placement of stirrups are also presented. The jacketing schemes include circular, octagonal and square shapes. The jacketing materials vary from steel plate to carbon fiber reinforced polymer (CFRP) composites. It is found from the monotonic axial load test results that the failure mode of the benchmark non-retrofitted specimen is identical to the real damage cases observed in the 1999 Chi-Chi Taiwan earthquake. The benchmark specimen developed its design strength but a non-ductile failure mode occurred soon after the peak load was reached. Among the retrofitted specimens, the steel jacketed specimens exhibit not only greatly enhanced load carry capacity but also excellent ductility performance. Test results show that CFRP sheets are effective in increasing the column axial strength, but the sheets could fracture suddenly in high strain conditions due to their brittle material characteristics. Test results indicate that CFRP sheet wrapping in general is not as effective as steel jacketing in improving the axial ductility capacity of RC columns. However, the proposed octagon-shaped CFRP wrapping scheme exhibits an improved performance compared to rectangular-wrapped columns using the same layers of CFRP sheets. Tests confirm that all octagonal steel or CFRP jacketed specimens have axial loading capacities more than 2 times the nominal capacity. In the study of DSCFT columns, the diameter-thickness (D/t) ratio and the hollowness ratio were chosen as main parameters in designing the specimens. A total of 18 specimens were tested under varied combinations of axial and flexural loads, and two specimens were tested under a combination of constant axial load and cyclically increasing bending for comparison. Test results concluded that the DSCFT columns can effectively provide strength and deformation capacity even with a large D/t ratio. The DSCFT columns can have an optimal strength performance if the applied axial load is less than 25% of the axial capacity.
19
Chen, Yan-Syun, and 陳彥勳. "Shake Table Test and Analysis of RC Short Columns." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/y5wm2w.
Full textAbstract:
碩士國立臺北科技大學
土木與防災研究所
98
This thesis investigates the results of shake table tests on six full-scale shear governed RC columns. Two types of RC columns were designed for the shake table tests. To evaluate the effect of the principal axis orientation on the seismic performance of RC short columns, in the three specimens of each type the principal axes of cross-section are in the directions of 0, 22.5 and 45 degrees to the excitation direction. The input ground motions are the acceleration time histories that recorded at the 921 Chi-Chi earthquake. The response time histories for the accelerations and displacements as well as the force-displacement hysteretic loops are presented in this study. The Strut-and-Tie Model was applied to the prediction of the shear strength and force-deformation relation of the tested RC columns. The calculated results compared with those obtained by shake table test show good agreement. Finally, the finite element analysis program SAP2000 with the Takeda and Pivot hysteretic model was adopted as the analysis tool for analyzing the non-linear behaviors of the tested RC columns.
20
Lio, Sou-Lii, and 劉守禮. "Behavior of RC columns under axial load with bidirectional eccentricity." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/96565555367870931129.
Full textAbstract:
碩士國立成功大學
建築(工程)學系
85
In RC building structure , under vertical load action , the columns will subject to both axial load and biaxial bending. During earthquake, the axial load and the biaxial bending are cyclic. In order to investigate the behavior of RC columns under the action of combining axial load and biaxial bending ,24 columns with cross-sectional area of 20㎝×20㎝ and length of 175㎝ were tested in this study. For simulat,ing the action , the load is applied at a point on the extension of the cross- section diagonal , and 15㎝ from the centroid. Also , for simulating the point load, during test , both ends of the specimen are equipped with a 5㎝f steel ball. The test results of the 24 specimens show that：1.Under monotonic load , higher concrete strength（203.5㎏/㎝2~338.2㎏/㎝2） or more reinforcement ratio（＝0.71％~1.98％）will increase the ultimate eccentric load and reduce the corresponding lateral displacement at the mid-point of the column. However , the effect of hoop spacing（7.5㎝~15㎝）either on the ultimate eccentric load or on the lateral displacement is not so visible as that of concrete strength or reinforcement ratio.2.Under cyclic load , column behaviors are visibly influenced by the loading type , especially cyclic number and the load is greater than yielding load .3.Due to the degradation of member stiffness and the accumulation of residual displacement in cyclic load , the ultimate load of the column under cyclic load is lower than that of the column under monotonic load.4.Using the generated nondimensional load-displacement relationship of monotonic load , as the ultimate eccentric load and its corresponding lateral displacement at the mid-point of the column are available , the complete behavior of the column under eccentric load can be predicted.5.Accroding to the comparison of 8 specimens , the ultimate bending strength of the column subjected to biaxial bending will be only 60％ of the column subjected to uniaxial bending .
21
謝有明. "Seismic Retrofit of Existing RC Bridge Columns Using Steel Jacketing." Thesis, 1999. http://ndltd.ncl.edu.tw/handle/85682021507554743290.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
87
The purpose of this study is to evaluate the seismic resistance of existing bridge columns and to retrofit the columns using steel jacketing if necessary. A benchmark model is also designed, for comparison purpose, according to the current design specifications. Based on the results of cyclic loading tests, it is concluded that the existing bridge columns may not perform well during a major earthquake due to the lack of confinement. Steel jacketing has provided a solution to the corresponding problems.
22
Ruey-Tzuoo, Yu, and 于瑞佐. "Seismic Behavior of Joints Between Steel Beams and RC Columns." Thesis, 1999. http://ndltd.ncl.edu.tw/handle/79438366664952451491.
Full text
23
CHEN, CHAO-MING, and 陳昭明. "SEISMIC ASSESSMENT AND FRP RETROFIT RESEARCH OF RC BRUDGE COLUMNS." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/00059780962995812379.
Full textAbstract:
碩士國立臺灣大學
土木工程學系研究所
86
The 1994 Northridge earthquake and 1995 Kobe earthquake have caused catastrophic loss in human life and property loss in both the US and Japan. Due to the large amount of bridges collapsed or severely damaged, emergency handling and recovery from the disaster became extremely difficult. Research and investigation after the earthquakes showed that most of the bridges collapsed or severely damaged were existing bridges without being strengthened by modern seismic retrofit techniques. In addition, the failure types and damage patterns are similar to those observed in many previous earthquakes. This reveals the inadequacy of the seismic design code and construction practice in the past. Taiwan is in a region of very frequent seismic activities. In addition, most of the earlier seismic design codes in Taiwan closely followed those of the US and Japan. Although there has been no major earthquake occurred in recent years, similar types of bridge damage may happen here in case of a strong earthquake. Therefore, it is a very urgent matter to seismically retrofit the existing bridge in Taiwan to minimize the possibility of bridge collapse or severely damage in the future. The USA, typically the Caltrans has been carrying out seismic retrofit research and applications since 1971. One of the seismic retrofit measures that have been proved effective and economical is the FRP (Fiber reinforced Plastics) wrapping/ jacketing methods on RC bridge columns.
24
黃東開. "Post-behavior of axially loaded RC columns exposed to fire." Thesis, 1990. http://ndltd.ncl.edu.tw/handle/84541453805051348211.
Full text
25
Yeh, Meng-Tung, and 葉孟東. "Study on Flexural Deterioration of RC Columns after Fire Damage." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/68q7u8.
Full textAbstract:
碩士國立成功大學
土木工程學系碩博士班
92
Building fire disaster happens frequently in Taiwan. It would damage the structural resistance after fire. The objective of this paper is to investigate the residual flexural capacity and flexural stiffness of RC columns after fire damage. The investigation method is through experimental test and theoretical analysis. 4 full scale RC columns are tested in this paper. The dimension of the specimens is 30×45×190cm with fc'=23.5 MPa to 29.5MPa.4-#6 and 4-#5 longitudinal rebars and #4@10cm stirrups are designed for every specimen. 2 of the specimens are not exposed to fire damage. But other 2 specimens are exposed to CNS 12514 temperature curve for 2-hour and 4-hour fire duration. After fire damage, all the specimens subject to both 0.2fc'Ag axial load and alternative NS and EW eccentric cyclic loads until failure of the columns. Crack patterns on the surface of column and experimental P - D curves in NS and EW directions are recorded detailly. The ultimate capacity of 2-hour fire damaged FC6 specimen is about 30% less than the ultimate capacity of non exposed specimen C7. While the stiffness at ultimate point of FC6 is about 60% less than the stiffness at ultimate point of C7. The ultimate capacity of 4-hour fire damaged FC5 specimen is about 40% less than the ultimate capacity of C7. The stiffness at ultimate point of FC5 is about 50% less than the stiffness at ultimate point of C7. The analytical P - D curves are compared to the experimental P - D curves with error no more than 3%. They match very well for both ultimate capacity and lateral deflection.
26
Lin, Yen-Tsang, and 林延蒼. "On the performance-based seismic evaluation of RC bcilding structures:For the case of RC jacketing columns strengthened." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/xp32bx.
Full text
27
黃世豪. "Structural Analysis for The Columns Confined to RC Walls with Openings." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/44174896895640507346.
Full text
28
Che, Wei-Fun, and 紀偉凡. "Design of Seismic Confinement of RC Columns Using High Strength Materials." Thesis, 2012. http://ndltd.ncl.edu.tw/handle/47567315264098493635.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
100
High-rise building should be a trend in order to deal with Taiwan’s urban renewal. Hence, lower-story columns sustain self-weight above which means higher axial load for high-rise building. According to New RC building experienced of Japan, using of high strength materials can effectively solve this problem and reduce the dimension of members for additional interior usage. Therefore, high-strength materials were strongly recommended in construction industry. However, only strength criteria for design is inadequate for a concrete building subjected to earthquakes. Lateral deformation capacity of columns is also an important issue. In fact, high-strength concrete can lead to brittle failure. Thus, adding the transverse reinforcement to confine the column core is necessary for high-strength columns subjected to high axial load. According to database of the past, confinement provisions in ACI 318 code do not necessarily ensure adequate deformation capacity and, therefore, to revise the design equation for seismic confinement is the main objective in this research. This study firstly reviewed the current code design equations of different countries. Then, those different design equations were compared using database of column specimens subjected to reversed-cyclic loading test from PEER center and NCREE. Furthermore, the new confinement design equations for both tied columns and spiral columns were proposed to ensure drift limits and deformation capacity of columns. Finally, 8 column specimens were designed based on proposed equation. This test program for validation of proposed equations will be carried out at NCREE in the near future.
29
Wendyam, ILBOUDO, and 伊爾. "Historical study on analyses and designs of biaxially loaded RC columns." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/03123637157031186593.
Full textAbstract:
碩士國立中興大學
土木工程學系所
101
The analysis and design of reinforced concrete columns under biaxial bending are difficult. Over the years various design and checking methods have been developed. This thesis presents a historical study on different methods for strength estimation of such structural elements according to ACI design code. A comparison of design results according to ACI318-11 via different methods is also made. Four design methodsstudied includes: (1). Bresler’s Approximation method, (2). Etabs method, (3). Direct iterative method, and (4). Neural network method. The first method is the only one which is applied manually. The author also proposed a handy procedure to make it work in computer environment. This study revealed that the quasi Newton design and the neural network design methods present closest results. If available, these two methods should be used in engineering practices. The Etabs design and reciprocal load design method are conservative andunconservative respectively compared to the quasi-Newton method. Moreover for columns with a large nominal axial strength and small bending moment Etabs design method is less accurate. On the other hand the reciprocal load design has good results for that kind of columns and less for columns subject to a low nominal axial strength. The author recommends the use of Etabs design method for columns with low to intermediate axial force and reciprocal load method for columns having a large axial force.
30
Chen, Ying-Chang, and 陳盈璋. "Design of Seismic Confinement of RC Columns Using High Strength Materials." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/95869054980707562782.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
99
The use of high-strength concrete (HSC) and high-strength steel (HSS) in column elements of high-rise RC building has many benefits, such as increasing the axial load capacity and lateral stiffness, reducing the size of the component’s cross-section; enhancing interior space; and reducing the weight of the building as well as the seismic design force. However, HSC is essentially more brittle than the normal strength concrete (NSC), which limits its application in earthquake-resistant structures. In fact, if the core of the column is provided with sufficient confinement, the ductility of HSC will be significantly improved, and this confining effect is greatly influenced by the amount of transverse stirrup and its configuration. Currently, the domestic building design code follows the American ACI Code. However, the amount of confinement stirrups required by these codes is clearly insufficient for the column elements subjected high axial load capacity under earthquake. Therefore, defining a suitable confinement design equation for HSC columns now becomes an urgent issues. In this study, 8 column specimens with high-strength materials were designed and tested under axial load combining with cyclic loading on the MATS (Muti-Axial Testing System) in NCREE. The use of high-strength material includes the longitudinal reinforcement with yield strength of 685 MPa, the hoops with yield strength of 785MPa and concrete design compressive strength of 70 and 100 MPa. The specimens are divided into two groups based on the confinement type: the traditional tied columns and multiple spiral columns. The amount of axial force applied is refered to the Canadian Code (CSA A23.3-04) and Elwood et al’s design recommendation. Test results showed that the columns with high-strength concrete have lower deformation capacity than the low-strength ones. In addition, 90 degree hooks have less confining effect than seismic hooks. It was also shown that the magnitude of the applied axial load indeed affects the demand of confinement. Finally, this study proposes a new confinement design equation for both tied columns and spiral columns based on the test observations. Applicability of the proposed equations to the NSC columns is also checked with the available experimental data. Test results of these study show that the proposed equations can be reasonably applied to the columns with high-strength materials and columns under high axial load, and ensure them to have good deformability.
31
Chang, Wen-Chien, and 常文騫. "Behavior of RC Square Columns with Diaphragm under Eccentric Axial Compression." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/09498754862705288055.
Full textAbstract:
碩士國立成功大學
建築(工程)學系
86
When RC building is subjected to horizontal earthquake loading, if a column doesn''t have enough strength of moment- resistance , the plastic hinge will occur on its both ends .Besides , it will elongate the vibration period and even make the structure unstable as the amount of plastic hinge is too large. In order to improve this problem,a column with diaphram on both sides can be used. In this thesis, the behavior of RC columns with diaphram under eccentric axial compression were investigated.Totally 13 columns with both-side-diaphram were tested. During test the loading is monotonic,and the complete P- Δand M-ψrelationship from elastic to ultimate are recorded. Using the test results, the influence of parameters such as eccentricity of load , length of diaphram 、hoop style and reinforcement ratio of diaphram have been disscussed. The difference among experment, analysis and JIA design The test results of the 13 specimens reveal that :1. The less eccentric distance is, the higher ultimate strength it needs. Longer length of diaphram will increase the ultimate strength and reduce the corresponding lateral displacement at the mid-point of the column .Higher reinforcement ratio also increases the ultimate strength ,and delay the ultimate deformation.In this study ,the influence of hoop style of diaphram isn''t obvious in ultimate strength but in lateral displacement.2. The P-Δand M- ψanalysis curve obtained by three-dimensional finite difference model has good argument with that of experiment.3. The calaulation of JIA formula is much lower than the results of experiment.4. The difference between calculation and experiment will reduce if the reinforcement amount and arrangement in the diaphram is considered.
32
Xiong, Kai-Ping, and 熊開平. "The Applications of Carbon Fiber Composite on Strengthening the RC Columns." Thesis, 2001. http://ndltd.ncl.edu.tw/handle/07421451640871846939.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
89
The objectives of this research were to study the behaviors of RC columns, which were subjected to combine axial load and moment and strengthened by CFS with different patterns. In this study, a total of twelve column specimens were tested under the eccentric compressive force. Among these specimens, seven specimens were designed to study the confining effects between different strengthened patterns of CFS under the monotonic loading, while four specimens, were tested under the reversed loading, one specimen without strengthened, was taken as basic sample for further comparison. From the results of this experiment, it was found that the RC column reached its ultimate strength before the CFS reached its tensile strength, when the CFS was arranged in longitudinal direction. No significant strength effect was provided by the CFS in transverse direction. However the ductility was slight increased. For the specimens subjected to reversed loading, no significant difference was observed before the applying load reached their ultimate strength. When the applying load exceeded the ultimate strength and unloaded the ultimate strength on the other side of the specimen can only reach 80~90% of the load which was previously unloaded.
33
柯詩吟. "Seismic retrofit of existing circular RC bridge columns using steel jacketing." Thesis, 2001. http://ndltd.ncl.edu.tw/handle/28119649507876548900.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
89
Corresponding to the identified weakness of RC bridge column details, retrofitting strategies were proposed for the cyclic loading tests of scaled-down specimens in previous studies. These retrofitting strategies have been proved to be effective in enhancing the seismic resistance of the RC bridge columns. In this study, a full scale retrofitted RC bridge columns with identified weakness will be tested. The concrete strength will be extremely low in the first phase test. Thereafter, the low-strength concrete surrounding the lap splice at the plastic hinge zone will be replaced by high strength concrete and the test will be repeated. Based on the comparison of the test results, it is concluded that the column with extremely low strength concrete may performed satisfactorily with the steel jacketing. In addition, the replacement of low strength concrete surrounding the lap splice at the plastic hinge zone together with steel jacketing can dramatically increase the ductility ratio and energy dissipation capacity of the column. In addition to the full scale model test, the test results from the previous study will be evaluated for their shear strengths based on the softened strut-and-tie model. It is found that the softened strut-and-tie model may be used to predict the shear strength of the retrofitted columns.
34
Chen, Tzu-Yu, and 陳姿妤. "Displacement-Based Design and Seismic Performance Evaluation of RC Bridge Columns." Thesis, 2000. http://ndltd.ncl.edu.tw/handle/42150212424728187242.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
88
The evolution of seismic design of civil engineering structures has suggested that the cost of repair and the performance of structures be considered in the development of new seismic design codes. The performance-based design method has emphasized on the performance objectives after a major earthquake. In order to meet the requirements of the performance-based design, the displacement-based design has adopted a target displacement to be considered as a measure of the seismic performance of structures. In this study, a displacement-based design procedure is developed for the seismic design of bridge columns. Comparisons have been made for the seismic performance of bridge columns designed using displacement-based and force-based design methods, using the push-over analysis. Capacity-Demand-Methods have also been used to evaluate the seismic performance of the bridge columns. An improved method for the ATC-40 methods has been proposed in this study.
35
Lio, Un I., and 廖苑儀. "Design of Seismic Confinement of RC Columns Using Normal Strength Materials." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/08331322764997326857.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
102
In a metropolitan area with a high population density, construction of high-rise buildings for residential purpose is a necessity especially for urban renewal. While lower-story columns sustain higher self-weight above, it means higher axial load caused by high-rise building.When normal strength concrete is used, the large dismension columns are required which hampers the function of building. The use of high strength concrete can effeitively reduce the column dimension but the brittleuess of high strength concrete should be safety regarded. Both the high axial loads and the high strength concrete will reduce the seismic deformation capacity of columns. How to overcome the problem is an important issue. According the past experience, we can improve the deformation capacity of column by adding more confinement steel or use of the seismic hook. Current column provisions on confinement in ACI 318-11 code do not necessarily ensure adequate deformation capacity. Therefore, the revision of design equation for seismic confinement is the main objective of this research. National Center for Research on Earthquake Engineering proposed an equation for column confinement design in 2013. It can ensure the seismic deformation capacity for the high strength column subject &; high axial loads. Applicability of the NCREE equation on the normal strength column is still unknown. In addition, ACI 318-14 is also available. In order to verify the NCREE design equation and ACI 318-14 for Column Confinement RC, this study tested 6 specimens of normal strength columns subjected to high axial loads, and proposed a design equation for column confinement.
36
Chiou, Kai-Hau, and 邱楷皓. "Design of Biaxially Loaded RC Columns Using Back Propagation Neural Network." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/79821237327382712135.
Full textAbstract:
碩士國立中興大學
土木工程學系所
96
Reinforced concrete columns under axial load and biaxial bending design question with Design Aids method and Reciprocal Load method is difficult to calculate steel. Therefore, this study will use Back-Propagation Network in the design of reinforced concrete columns under axial load and biaxial bending design question. When you know the section strength, then you can get the steel. This research uses the column section nominal strength to represent the parameter of the input layer. The sectional steel amount means the output value for the target output layer. First, with reference to the building codes, obtain the strength of corresponding columns with varied steel content to establish the examples needed for the network. Second, combine the different sets of examples with the number of hidden layer processing units and learning cycle times to be the network learning training. Meanwhile, a recommended back propagation mode suitable for this research is retrieved in the convergent process. Final, the solutions are compared with the values calculated by ETABS.
37
Liu, Wen-Chin, and 劉文欽. "Retrofitting Test and Analysis of RC Frames after Earthquake -by Recast of Columns, Adding Braces and Adding RC Walls." Thesis, 1996. http://ndltd.ncl.edu.tw/handle/02376702346250276763.
Full text
38
Kuo, M. T., and 郭美婷. "Axial Compression Tests and Optimization Study of 5-Spiral Rectangular RC Columns." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/19354552261109972411.
Full textAbstract:
碩士國立交通大學
土木工程系所
96
This study explores the optimization of the important parameters of 5-spiral rectangular RC columns. The purpose is to enhance the competitiveness of the 5-spiral RC columns and further improve the cost effectiveness. This optimization study is comprised of two parts of the axial compression test. The first part included fifteen 5-spiral RC columns and two traditional hoop-tied RC columns, and the confinement reinforcements used were the deformed bars with 412 MPa nominal yield stress. The second part included ten 5-spiral RC columns and two traditional hoop-tied RC columns, and the confinement reinforcements used were the high-strength coiled wires with 490 MPa nominal yield stress. The major parameters of this study included the confined diameter of the big and the small spirals, size and spacing of the spiral, concrete strength, and whether it is necessary to add longitudinal bars in the intersecting zone of the big and the small spirals. Another important purpose of this study is to explore whether the maximum clear spiral spacing for the 5-spiral RC column can be allowed to exceed the 75 mm upper limit stipulated in Section 7.10.4.3 of the ACI 318-08 code. Compared to the reinforced concrete column tied with traditional rectangular hoops, the test results revealed that the RC columns confined with the 5-spirals demonstrated excellent capability in strength, ductility and cost effectiveness. In respect to the optimum design of the 5-spiral RC columns, the test results of this study suggests that (1) the confined diameter of the big spiral should be enlarged to the maximum；(2) the confined diameter of the small spiral can be taken approximately as 30% of that of the big spiral；and (3) it is not necessary for the intersecting zone of spirals to have supplementary longitudinal bars. The test results also demonstrated that the 5-spiral RC columns can be successfully used to break the limitation of the maximum 75 mm clear spiral spacing set by the ACI 318 code. Finally, this study proposed two design methods for the confinement reinforcement of the 5-spiral RC columns.
39
Lai, Tzung-Wu, and 賴宗吾. "Member Behavior of RC Columns under Cyclic Axial Compression with Bidirectional Eccentricities." Thesis, 1998. http://ndltd.ncl.edu.tw/handle/55067570990427655631.
Full textAbstract:
博士國立成功大學
建築(工程)學系
86
When building is subjected to earthquake loading, most of the columns will be under the action combining cyclic axial force and cyclic biaxial bending, especially the edge columns and the corner columns. The member behavior of RC columns under the interaction of axial force and biaxial bending are different from that merely under axial force or under uniaxial bending. In this investigation, a numerical procedure using 3D finite difference model was developed, and 46 specimens under cyclic axial compression with bidirectional eccentricities has been tested. Based upon the test, the parameters such as concrete strength, reinforcement ratio, hoop spacing, loading types that influence the column behavior has been discussed.And a hysterical model which try to simulate the behavior of RC columns under the action combining cyclic axial compression and biaxial bending has been generated.Before the RC column test, a number of concrete cylinders were tested under cyclic compression. Using the obtained stress-strain relationships, the hysterical model of concrete was generated. Briefly, the main results obtained in this research show that:1. In 3D finite difference model, the incremental secant stiffness method could predict the behavior of RC columns under cyclic axial compression with bidirectional eccentricities.2. Under cyclic load, column behaviors are visibly influenced by the loading type , especially the steel bar yielding.3. Higher concrete strength or more reinforcement ratio will increase the ultimate eccentric load and reduce the corresponding lateral displacement at the mid-point of the column. 4. According to the specimens tested in this study, the effect of hoop spacing either on the ultimate eccentric load or on the lateral displacement is not so visible as that of concrete strength or reinforcement ratio.5. The hysterical model generated in this investigation have a good agreement with test, including unloading, reloading and load reversal.
40
Chen, Wei-Wen, and 陳蔚文. "Load Versus Displacement Relationship of RC Columns after Buckling of Main Steel." Thesis, 2012. http://ndltd.ncl.edu.tw/handle/363ysj.
Full textAbstract:
博士國立臺灣科技大學
營建工程系
100
Reinforced concrete (RC) columns are the most important elements in public and school buildings for bearing vertical loads. Generally, columns are slender and can be formed to meet ventilation and lighting requirements. Once columns fail, the loss in overall building safety and stability induces irreparable damage. Flexural failure usually occurs in slender columns; a great deal of discussion in the literature is about ultimate displacement, as calculated with the statistical method. However, there has been little discussion on post-bar buckling displacement and residual strength for flexural failure modes because test-related information is not available for investigation; most tests aim to investigate the reasons for buckling and its prevention. Laboratory safety and test difficulty are the main concerns, so few studies have focused on the residual strength and bar buckling displacement after ultimate displacement. In old Taiwanese school buildings, brick walls are widely used as partition structures for larger space requirements, but the strength of the brick walls due to the out-of-plane direction is ignored in most cases. The National Center for Research on Earthquake Engineering (NCREE) investigated the residual strength in-situ pushover test for the seismic capacity of school buildings out-of-plane. Rather than attempting to change existing doors and windows, it seems more convenient to retrofit the confined brick walls between classrooms with carbon fiber reinforced plastic to improve their out-of-plane seismic capacities. The residual strength is derived from the fact that the infilled brick wall takes over the axial load from the columns and delays their axial failure. In this study, the University of Washington database of columns was used to propose a formula for the post-bar buckling displacement and residual strength as well as a trilinear curve model for the load displacement at four points: the maximum state point, the bar buckling state point, post-bar buckling state point, and residual state point. For the RC frames infilled with brick walls, a residual strength model for brick walls is proposed; tests were conducted on five full-scale specimens. Analysis based on the proposed model yielded the following results: (1) Fail indicators for the cover spalled with bar buckling. (2) Reinforcement of the yield strength increased 1.25 times over that calculated when the column strength was at the plastic hinge, and satisfied the test results of strength for the BB and PB states. (3) The residual strength of frames infilled with brick walls, however, was clearly observed. (4) The retrofitted specimens exhibited improved structural performance compared to non-retrofitted specimens in terms of both the maximum strength and residual strength. (5) This residual strength can prevent frames from immediate collapse. For comparison, the analysis results were assumed to show a similar trend to the test results; this assumption is proved reasonable. To further validate this proposed model as being able to efficiently predict other laboratory experiments and practical application in field tests, research on four single-column specimens constructed at the NCREE was adopted to analyze the results. The proposed model was found to effectively and reasonably predict the test results. For practical engineering applications, a single frame of a classroom test containing the second floor with three spans by the NCREE was performed by pushover analysis. The setting of plastic hinges employed the proposed model of this study to simulate flexural failure. The results showed that the analysis results had a similar trend to the results of the collapse test.. For the model of the RC frames infilled with brick walls, the proposed analytical model predicted the out-of-plane load–displacement relationship of the frames with flexural failure.
41
Wu, Ying-Han, and 吳穎涵. "Seismic Retrofit of Rectangular RC Columns Using CFRP Wrapping and CFRP Anchors." Thesis, 2008. http://ndltd.ncl.edu.tw/handle/7hnd58.
Full textAbstract:
碩士國立臺北科技大學
土木與防災研究所
96
External confinement by the wrapping of CFRP sheets (or CFRP jacketing) provides a very effective method for the retrofit of reinforced concrete (RC) columns subject to either static or seismic loads. Research result showed that retrofitting of rectangular columns by CFRP wrapping was ineffective because of crushed column concrete cause of bulging of column sides, thus, this study propose “CFRP wrapping conjugate CFRP anchors” rehabilitate method. The objective of this study was to research, develop the CFRP Anchor and to evaluate the efficacy of seismic retrofit of rectangular columns by CFRP wrapping and CFRP Anchors. Five specimens of retangular reinforced concrete columns were tested by cyclic lateral force under reversed bending and constant axial load (0.2f’cAg.). Two different techniques of using CFRP wrapping and CFRP Anchors to improve concrete confinement, shear strength and moment strength in these specimens. These specimens were divided into two groups. Two specimens of group 1 were retrofitted shear strength and ductility by CFRP wrapping and CFRP anchors and two specimens of group2 were retrofitted moment strength by longitudinal CFRP sheets and CFRP anchors and shear strength, ductility by CFRP wrapping. From test result of group 1, the behavior and effectiveness indicated that comparing with test conducted on the specomen wrapping by CFRP without anchor, anchoring techniques used were effective in improving the column confinement and in increasing the ability of energy disspation. From test result of group 2, the initial elastic modulus increase cause of logngitudinal CFRP sheets linked the foundation by CFRP anchor. But it’s failure in linking mechanism of CFRP anchors by low cycle fatigue to do justice to moment strength. The research and develop of CFRP anhor in this study of it’s used methods and theorem in rehabilation had reinforcement effect.The study of CFRP anchor is referable for seismic retrofit engineerings.
42
Chang, Yun-Fei, and 張雲妃. "Test and Analysis for Fire Damaged RC Columns Subject to Biaxial Bending." Thesis, 2006. http://ndltd.ncl.edu.tw/handle/40580371019589579323.
Full textAbstract:
博士國立成功大學
建築學系碩博士班
94
Concrete structures generally behave well in fires. Most fire-damaged concrete buildings can be repaired and reused even after severe fires. Certainly, they must be repaired to meet the seismic requirements specified by building code. When concrete is exposed to heat, chemical and physical reactions occur at elevated temperatures, such as loss of moisture, dehydration of cement paste and decomposition of aggregate. These changes will bring a breakdown in the structure of concrete, affecting its mechanical properties. Therefore, it is important to evaluate the residual strength and stiffness of RC members after fire events and to understand the effect of temperature on the mechanical properties of concrete, especially the stress-strain relationship used to predict the behavior in a future strong earthquake. An experimental research is performed on the residual compressive stress-strain relationship for concrete after heating to temperatures of 100-800˚C. All concrete specimens are standard cylinders,Ø15cm×30cm, made with siliceous aggregate. From the results of 108 specimens heated without pre-load, the relationships of the mechanical properties with temperature are proposed to fit the test results, including the residual compressive strength, peak strain and elastic modulus. A single equation for the complete stress-strain curves of unheated and heated concrete is developed to consider the shape varying with temperature. Furthermore, a total of 54 specimens heated under pre-load are carried out to study the effect of stress level on the residual compressive stress-strain curves. For split-cylinder tests, a total of 54 specimens are tested to provide the splitting tensile strength for different temperatures. For fire-damaged RC member analysis, the heat conduction equation is solved by using the finite difference method to calculate the maximum temperature distribution in the cross section exposed to a fire. Based on the assumption that plan section remains plan, and utilizing the residual stress-strain curves of concrete and steel after exposure to high temperature, the finite element method is introduced to calculate the sectional stress and strain distributions which satisfy the equilibrium and compatibility equations. To verify the accuracy, 12 full-size columns are constructed and subjected to uniaxial or biaxial bending after exposed to the CNS Standard fire for 0, 2, 4 hours. Not only the crack pattern due to heating but the decrease of flexural strength, stiffness and ductility after fires are investigated. Comparing with the experimental load-deflection curves, the analytical results show a good agreement. For seismic evaluation of RC building, a 2-story pure framing RC structure of a shaking table test under biaxial motion, tested by Oliva, M. G., is analyzed. Furthermore, a numerical example for evaluating residual seismic resistant performance of a 5-story fired-damaged RC structure is presented in this paper.
43
Miao-I, Kuo, and 郭苗宜. "Seismic Retrofit of Existing RC Bridge Columns─Sheer Strength and Lap-Splice Retrofit." Thesis, 2000. http://ndltd.ncl.edu.tw/handle/94991414115500851153.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
88
The seismic resistantance of the existing bridge columns may be questionable due to the un-desired design details. Among others,the weakness of the column details of particular interest in this study includes short column problems and the lap-splices of main reinforcements at the plastic hinge zone.This experimental study has focused on the performance evaluation of a few scaled-down models of bridge columns with the aforementioned weakness. Retrofitting strategies including the steel jacketing and FRP jacketing are applied to enhance the seismic performance of the column models.
44
Yang, Yu-Chieh, and 楊雨潔. "Influence of Relativity between RC Wall Thickness and Tie-Columns Depth on the Seismic Behavior of Frame with Infill RC Wall." Thesis, 2017. http://ndltd.ncl.edu.tw/handle/drw3t6.
Full textAbstract:
碩士國立交通大學
土木工程系所
105
Partition wall is usually required in RC structure in practice to strengthen the stiffness of building, which also increases earthquake energy. As shown in the previous lateral loading test results that small-sized tie-column lose it toughness when the partition wall is allocated, and it also means that many mechanical behaviors lead partition wall damage the seismic capacity of structure. Taiwan situates in Circus-Pacific Seismic Belt, it is necessary to have comprehensive understanding about partition wall and to investigate the relationship between partition wall and other mechanical behaviors. In this research the test program is conducted on four specimen that two are pure frame (C35 and C20) and two are squared infill RC partition wall (C50-35W6 and C35-50W6). It is reveals that a structure with partition wall can endure more than 11 times lateral loading of a pure frame, especially when it compares to small-sized structure. In addition, the sequence and shape of wall destruction are two main factors to affect structure toughness. There are three types of wall destruction, shear type (X shape, / shape and \ shape), ㄇ type and U type. Structural engineers should avoid bevel frame design which usually crack abruptly. In general, there is no difference between ㄇ type and U type on toughness. Considering higher safety, if U type destruction can start from the bottom of the wall, people will not be hurt by RC wall. The destruction of ㄇ type and U type both spilt from left and right side with “I” shape or from top and bottom with “一” shape. In this research, it is found that partition wall destruction may not easily spread to tie-column and tie-column can keep its movement better if the partition wall spilt from top or bottom of the wall. Through Seismic Energy Dissipation Analysis, if partition wall spilt from top or bottom of the wall, effective column width will decrease thickness two times and the frame cannot keep original toughness capacity which will decrease rapidly after passing maximum strength. In conclusion, this research suggests that partition wall can be clipped under construction to make the destruction shape and sequence be predictable. Designer can not only predict the destruction model precisely, also keep frame toughness by clip in advance. Therefore, buildings can have stronger lateral loading force by allocate partition wall, and wall frame can keep its flexibility in light earthquake, small crack occur in moderate earthquake and wall spilt from tie-column in strong earthquake that building structure can keep original toughness capacity like pure frame.
45
Liu, De-Xain, and 劉德賢. "Influence of Relativity between RC Wall Thickness and Tie-Columns Deth on the Seismic Behavior of Frame with Infill RC Wall." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/55413588571173359381.
Full textAbstract:
碩士國立交通大學
土木工程系所
104
As shown in the lateral loading test results of the town house or school building structure with RC wall frame that when failure occurred diagonal cracks propagated through the RC walls and the tie-columns. Analysis from failure envelopes reveals that the tie-column failed to fulfill its role as a solely moment-resisting element due to it shear inability. Also indicated in SEISMIC DESIGN GUIDE FOR LOW-RISE CONFINED MASONRY BUILDINGS by EERI & IAEE that the mechanism which failure took place in the form of a single diagonal crack which propagated through the walls and the tie-columns can be expected to occur in buildings with small RC tie-column sizes, where tie-column depth does not exceed 1.5 times the wall thickness. When the tie-columns and tie-beams have larger sections (depths in excess of two times the wall thickness), diagonal crack appeared only in masonry wall panel while vertical crack occurred in the interface between masonry wall and the column, which lead to the separation between wall and column. Then the tie-column becomes the solely moment- resisting member. Although the seismic specifications require that the walls need to be included in the structural analysis, engineers usually ignore RC walls except shear walls in their calculation. This practice has been proved to be inappropriate from the aforementioned test results and thus modified in the recent reinforcement and evaluation method of elementary school buildings. As for mansion structure which consists of large column with thin RC wall, whether the tie-column would fail together with the walls or like that of a confined masonry wall panel is the main concern of this research. In this research, four 50% reduced scale frames, one without infill RC wall and the other three with 6cm infill RC wall, were tested. The columns of these four frames are all square with depth 20cm, 35cm and 50cm respectively. It is shown in the test results that the toughness of the frame decreases with increase of the column depth/ wall thickness ratio. Also the retained pure frame behavior post-strength become less obvious with increase of the column depth/ wall thickness ratio.
46
Tsai, Hung-Yu, and 蔡宏裕. "Study on Interaction Behaviors of RC Columns Excited by Axial Force and Biaxial Bending." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/6u9jpa.
Full textAbstract:
碩士國立臺北科技大學
土木與防災研究所
95
This thesis proposed a set of visualized operation system for the analysis on interaction behaviors of RC columns excited by axial force and biaxial bending. Incorporating with equilibrium and compatibility condition, the constitutive law of concrete proposed by Kawashima et. al. as well as the elastoplastic model of reinforcement was taken into account mechanically. By necessary comparisons, a good consistency can be found between the analysis results and the results obtained by conventional load contour method. To testify the accuracy and validity of the proposed approach, twenty-six reported results of bidirection-eccentry tests of RC columns were adopted for necessary investigation. It shows that this study can provide an acceptable result and might benefit the paractial design efforts for structural engineers.
47
Bhayusukma, Muhammad Yani, and 雅尼. "Behavior of High-Strength RC Columns Subjected to High-Axial and Cyclic Lateral Loads." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/61890043226901991675.
Full textAbstract:
博士國立臺灣大學
土木工程學研究所
104
This experimental investigation was conducted to examine the behavior and response of high-strength material (HSM) reinforced concrete (RC) columns under combined high-axial and cyclic-increasing lateral loads. All the columns use high-strength concrete (f_c^'' =100 MPa) and high-yield strength steel (f_y=685 MPa and f_y=785 MPa) for both longitudinal and transverse reinforcements. A total of four full-scale HSM columns with amount of transverse reinforcement equal to 100% more than that required by earthquake resistant design provisions of ACI-318 (computed using the actual stress without any limitation) were tested. The key differences among those four columns are the spacing and configuration of transverse reinforcements. Two different constant axial loads, i.e. 60% and 30% of column axial load capacity, were combined with cyclic lateral loads to impose reversed curvatures in the columns. Test results show that columns under 30% of axial load capacity behaved much more ductile and had higher lateral deformational capacity compared to columns under the 60% of axial load capacity. The columns using type A of transverse reinforcement configuration had slightly higher deformational capacity and ductility than columns using type B of transverse reinforcement.
48
Wang, Michael, and 王俊傑. "Study of the Cyclic Behavior of New RC Columns with Different Types of Hoops." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/13970161343910489140.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
102
Nowadays, construction of high-rise buildings become a trend in order to deal with the high population. As the story increase, lower-story structure members will carry higher loads because of the higher self-weight especially for column members. Comparing with steel structure, reinforced concrete structure has a deadly weakness - heavy weight. In order to overcome the problem, bigger section will be used. However, the large dimension was consequent on the higher price and the smaller space. According to the experience of Japan, using high-strength materials in RC members can reduce the dimensions effectively. Therefore, high-strength materials such as high-strength concrete and high-strength steel were strongly recommended in construction industry. Many researches mention that the shear capacity of RC columns will reduced as the lateral deformation increase especially for columns with high-strength materials. For the reason that the amount and type of transverse reinforcement used in RC columns is a critical factor. For now there is no research of high-strength concrete columns with gas pressure welded rebars as transverse reinforcement in Taiwan. This study used conventional closed-shape hoops with 135° hooks and 90°-135° conventional tie as samples, comparing with welded closed-shape hoops made by gas pressured. Investigating the cyclic behavior of New RC columns with different types of hoops and verifying the adequacy of current ACI shear design equations of RC columns with high strength steel and concrete are the objectives of this study in order to facilitate the analysis and application.
49
Tseng, Li-Wei, and 曾笠維. "Feasibility Study of Steel Fibers as a Substitute for Transverse Reinforcement in New RC Columns." Thesis, 2014. http://ndltd.ncl.edu.tw/handle/75019366246087941596.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
102
There are several advantages of reinforced concrete. For example, reinforced concrete is durable. Also, the buildings built by reinforced concrete are easy to conserve and maintain the structure. Moreover, the cost is low to build the buildings with reinforced concrete. It is a trend that people start to build high-rise buildings. The higher the building is, the more axial load of the columns at the bottom sustain. If the high- rise buildings are built with the traditional RC structure, the lower floors’ dimension must be enlarged. Therefore, in 1988, New RC project was proposed in Japan. The purposes of the project were increasing the strength of the construction materials and reducing the amount of the materials. With high strength material, the size of columns’ dimension is decreased, also the available space of buildings is increased. However, the brittleness is the disadvantage of the high strength materials. Once the maximum concrete strength is reached, the construction will immediately be destroyed. Besides, Taiwan is located in a seismic belt, so the toughness is required for most of the buildings. The higher the toughness, the more it can reduce the strength caused by the earthquake. In order to increase the toughness in a traditional construction, adding new materials is one of the methods. According to the references, the toughness and the shear resistance in concrete materials are increased by adding the steel fiber into concrete. Also, the amount of the transverse steel is reduced and the process of tying steel cage is simplified. Moreover, adding the steel fiber can not only prevent the early cover spalling, but also restrain the cracks’ development that may cause immediate destruction. The performance of high-strength steel fiber reinforced concrete columns under the condition of double curvature cyclic loading test is investigated in this study. The study can be divided into two parts. The first part is using the same designed strength to compare the differences between the original concrete and steel fiber concrete. The second part is the feasibility of substitution of the steel fiber for transverse steel based on the method that enlarging the spacing between transverse steel. Furthermore, not only the regression between the toughness of RC columns and the toughness of steel fiber RC columns was proposed in the study, but also the prediction formula. In addition, the relationship between the confinement effect that built by the prediction formula and the cyclic loading test is proposed in the study.
50
Chen, Jhao-Jhih, and 陳照枝. "Influence of Relativity between RC Wall Thickness and Tie-Columns Depth on the In-Plane Seismic Behavior of RC Frame with Eccentric Infill Wall Panel." Thesis, 2016. http://ndltd.ncl.edu.tw/handle/63440756732725120933.
Full textAbstract:
碩士國立交通大學
土木工程系所
104
As shown in the lateral loading test results of the town house or school building structure with RC wall frame , in“Seismic Design Guide for Low-Rise Confined Masonry Buildings” by EERI & IAEE and“Influence of Relativity between RC Wall Thickness and Tie-Columns Depth on the Seismic Behavior of Frame with Infill RC Wall”, all that failure occurred with diagonal cracks propagated through the walls and the tie-columns, where tie-columns depth was under certain proportion. Analysis from failure envelopes reveals that the tie-column failed to fulfill its role as a solely moment-resisting element due to it shear inability. These results shows walls need to be included in the structural capacity. Although the seismic specifications require that the walls need to be included in the structural analysis, engineers usually ignore RC walls except shear walls in their calculation. Taiwan apartment-type building uses RC frame with eccentric walls and non-eccentric walls to partition space. Most previous studies explored non-structureal RC walls and columns aligned center of center, but less than explored the case with side to side alignment where the wall is eccentric to the columns but one surface of the wall and the columns is in the same plane. Rationality of ignoring RC walls except shear walls is further investigated. In this research, four 50% reduced scale specimens, one pure wall and the other three with 6cm infill eccentric RC wall, were tested. The columns of these three frames are all square with depth 50cm, 35cm and 20cm respectively. It is shown in the test results that the toughness of the frame decreases and the retained pure frame behavior post-strength become less obvious with increase of the column depth/ wall thickness ratio. Eccentric walls configuration causes the to fail in asymmetric way because of the eccentric force induced by the wall. Also strength decreases by 10 to 20% compared with non-eccentric walls configuration.