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1
Hamil, Stephen J. "Reinforced concrete beam-column connection behaviour." Thesis, Durham University, 2000. http://etheses.dur.ac.uk/1523/.
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熊朝暉 and Zhaohui Xiong. "Reinforced concrete column behavior under cyclic loading." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2001. http://hub.hku.hk/bib/B31243836.
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Xiong, Zhaohui. "Reinforced concrete column behavior under cyclic loading /." Hong Kong : University of Hong Kong, 2001. http://sunzi.lib.hku.hk/hkuto/record.jsp?B23530121.
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Lau, Shuk-lei. "Rehabilitation of reinforced concrete beam-column joints using glass fibre reinforced polymer sheets." Click to view the E-thesis via HKUTO, 2005. http://sunzi.lib.hku.hk/hkuto/record/B32001630.
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Lau, Shuk-lei, and 劉淑妮. "Rehabilitation of reinforced concrete beam-column joints using glass fibre reinforced polymer sheets." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B32001630.
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Yacoub, Mohamad Toufic 1957. "PERFORMANCE CRITERIA FOR REINFORCED CONCRETE BEAM-COLUMN CONNECTIONS." Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/275564.
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Parker, Daniel Edward. "Shear strength within reinforced concrete beam-column joints." Thesis, University of Bolton, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.492666.
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Reinforced concrete is an economical construction material and is widely used throughout the world in buildings and bridges. The shear strength within beam-column joints in reinforced concrete structures has been identified as an area where further research is still needed in order to form reliable design methods. The aim of this research programme has been to develop a rational analytical model which can be used conveniently in the design of beam-column joints. The work consists of a brief literature review, an extensive experimental programme and the development of a new analytical model for predicting the strength of beam-column joints. The new analytical model is a development of the strut-and-tie model and is believed to be original in two ways: (a) The influence of the shear span and the spacing of the links (if any) are considered directly. (b) The inclination of the compression field is determined by maximising the contribution of the concrete to the stiffness of the member in shear. The new analytical model is shown to predict the strength of the test specimens and of many specimens reported in the literature more reliably than current design codes and standards
8
Lloyd, Alan Eric Walker. "Blast Retrofit of Reinforced Concrete Columns." Thesis, Université d'Ottawa / University of Ottawa, 2015. http://hdl.handle.net/10393/32389.
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Explosives place large demands on the lateral load carrying capacity of structures. If these loads are applied on columns, the high pressure transient loads from explosives can result in significant damage to the primary gravity load carrying elements. The loss of these elements, which are responsible from overall strength and stability of the structure, may cause collapse of all or parts of the structure. Therefore, it is important to mitigate the blast loads effects on columns. A comprehensive research study into the design, application, and use of different retrofit systems to mitigate damage to columns under blast loads has been undertaken. This research program, consisting of experimental testing and analytical investigation, sought out retrofits that address the strength of columns as well as those that enhance ductility are explored. Different materials and resistance mechanisms are used to increase column capacity. An experimental testing program was conducted using a shock tube to test the capacity of columns under blast loads. For this program, a total of sixteen reinforced concrete columns were constructed and the data from a further two columns from a previous study was compiled. Of these columns, a total of thirteen were retrofitted to mitigate the effects of blast. Carbon fibre reinforced polymer (CFRP) was applied to eight of the columns in the form of jacketing, longitudinal reinforcement, or the combination of the two. The other retrofits included steel prestressed confinement applied to one column, steel bracing acting as compression members applied to one column, and steel bracing acting as tension members applied to three columns. The columns were tested under incrementally increasing shock tube induced shock wave loading up to failure of the specimen or capacity of the shock tube. The performance of the retrofitted columns was compared with the control columns and against other retrofits. Quantitative comparisons of displacements and strains were made along with qualitative assessments of damage. The results indicated that all the retrofits increased capacity to the column, however, certain retrofits out performed others. The best FRP retrofit technique was found to be the combination of longitudinal and transverse FRP. The prestressed steel jacketing proved to be effective at increasing ductility capacity of the column. The compression brace retrofit was found to be effective in significantly increasing capacity of the column. The tension brace retrofits had the best performance over all the retrofits including the compression brace retrofit. The experimental data was used to validate analysis techniques to model the behaviour of the specimens. This technique reduced the columns to an equivalent single-degree-of-freedom (SDOF) system for dynamic analysis purposes. The reduction to the SDOF system was achieved by computing a resistance to lateral load and lateral displacement relationship. Each retrofit was carefully considered in this analysis including the retrofit’s possible effect on material and sectional properties as well as any force resistance mechanism that the retrofit introduces. The results of the modeling and experimental program were used to develop retrofit design guidelines. These guidelines are presented in detail in this thesis.
9
Motamed, Jubin. "Monolithic beam to external column joints in reinforced concrete." Thesis, University of Westminster, 2010. https://westminsterresearch.westminster.ac.uk/item/90727/monolithic-beam-to-external-column-joints-in-reinforced-concrete.
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The benefits of high strength concrete (HSC) in the construction of multi-storey buildings are commonly acknowledged. Past researchers have investigated the suitability of design codes for the use of HSC [1]. However, there are concerns about the shear behaviour of HSC beams and BCJ used in the construction of these buildings. HSC beams have equal or less shear resistance compared to normal strength concrete (NSC) beams [2], and the brittleness of HSC material could be unsuitable for BCJ as confinement stirrups may not be as effective as NSC in the column due to a smaller Poisson’s ratio. This research investigates the behaviour of HSC beams, BCJ and transfer beam column joints (TBCJ), and develop appropriate design modifications to improve their shear capacity. HSC beams were strengthened with horizontal web bars (HWB), while TBCJ were strengthened with central vertical bars (CVB). Finite element (FE) models were developed for these structures and the numerical results were compared with those of the published experimental results, concluding that good agreement had been achieved. Beam span/depth (a/d) ratio of 1.5≤a/d ≤3.02 and BCJ of beam to column depth ( db/dc ) ratio of 1.33 ≤ db/dc ≤3.1 were analysed. The FE models were compared with published test results and further ones were developed to carry out various parametric investigations. Struts and ties were mechanically modelled for beams with HWB and for TBCJ with CVB are used to recommend design equation modifications for the design of HSC beams with HWB and TBCJ with CVB. It was found that HWB and CVB are effective in beams and BCJ only with HSC as they have little influence when they were used with NSC. Using HWB in HSC beams and CVB in HSC TBCJ improved the shear capacity of these structures by 130% and 31% respectively. 1 - Regan, P. E., Kennedy -Reid I. L., Pullen, A. D., Smith, D. A. ‘The influence of aggregate type on the shear resistance of reinforced concrete’ – The Structural Engineer. 6 December 2005. p 27-32. 2 - Al-Hussaini, A. Motamed, J. ‘HSC beams with combination of links and horizontal web steel as alternative shear reinforcement’. 6th International Symposium on Utilization of High Strength/High Performance Concrete, Leipzig, June 2002. p 611- 619
10
Unal, Mehmet. "Analytical Modeling Of Reinforced Concrete Beam-to-column Connections." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12612230/index.pdf.
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Prior studies indicated that beam-to-column connections of reinforced concrete (RC) moment resisting frame structures experience considerable deformations under earthquake loading and these deformations have a major contribution to story drift of the building. In current analysis and design applications, however, the connection regions are generally modeled as rigid zones and the inelastic behavior of the joint is not taken into account. This assumption gives rise to an underestimation of the story drifts and hence to an improper assessment of the seismic performance of the structure. In order to implement the effect of these regions into the seismic design and analysis of buildings, a model that properly represents the seismic behavior of connection regions needs to be developed. In this study, a parametric model which predicts the joint shear strength versus strain relationship is generated by investigating the several prior experimental studies on RC beam-to-column connections subjected to cyclic loading and establishing an extensive database. Considering previous experimental research and employing statistical correlation method, parameters that significantly influence the joint behavior are determined and these parameters are combined together to form a joint model. This model is then verified by comparing the results obtained from the dynamic earthquake analysis by Perform 3D with the experimental ones. The main contribution of the developed model is taking into account parameters like the effect of eccentricity, column axial load, slab, wide beams and transverse beams on the seismic behavior of the connection region, besides the key parameters such as concrete compressive strength, reinforcement yield strength, joint width and joint transverse reinforcement ratio.
11
Salisbury, Seth T. "Repair and strengthening of reinforced concrete beam-column joints." Connect to resource, 2010. http://hdl.handle.net/1811/45377.
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Kishysh, Kadhum Othman. "Finite element analysis of fire-exposed reinforced concrete column." Thesis, University of Sheffield, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.280522.
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Vollum, Robert Lars. "Design and analysis of reinforced concrete beam-column joints." Thesis, Imperial College London, 1998. http://hdl.handle.net/10044/1/7500.
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Hannah, Mark Alexander. "Investigation of the design recommendations of reinforced concrete beam-column joints." Thesis, University of Canterbury. Civil Engineering, 2013. http://hdl.handle.net/10092/10981.
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A parametric analysis on 58 beam-column joint specimens has been conducted. The analysis considered 14 fundamental parameters in the design of each specimen and two performance indicators: the horizontal shear strength ratio between the maximum measured strength and the theoretical strength at beam yield, and the nominal curvature ductility of the adjacent beams. Each parameter was varied by a power function, while the linear correlation coefficient between each parameter and performance indicator was recorded. A combined multiple parameter analysis was then conducted to show the interaction of the design parameters and show the representative influences of each parameter based on the magnitude of the applied power functions.
Two design equations were constructed from the most influential design parameters, one for each performance indicator. The shear strength ratio was found to be governed by the horizontal joint shear stress, the column axial stress and the yield strength of the longitudinal beam reinforcement. The available curvature ductility of the adjacent beams was also found to be governed by the horizontal joint shear stress, the column axial stress and the yield strength of the longitudinal beam reinforcement, but also the quantity of the horizontal joint shear reinforcement.
The influence of the column axial stress on both performance indicators was found to be best represented by a quadratic function. This was because the column axial stress was found to be beneficial up to stress levels of , but axial stress levels exceeding were found to be detrimental to the performance of the beam-column joint, compared to a joint with no axial stress on the columns. The non-linear relationship of the column axial stress agreed with the design assumptions in NZS 3101 for low axial stress values, but at higher axial stress values NZS 3101 assumes a continued performance increase as a result of increasing axial stress, which has been found to be un-conservative. Additionally, an interaction between the column axial stress and the horizontal joint shear stress has been identified. As a result, beam-column joints with high column axial stress levels above 0.40 and horizontal joint shear stress levels in the order of have been shown to fail in a brittle crushing of the concrete in the joint core. Considering this behaviour, it is recommended that the column axial stress levels in earthquake designed beam-column joints should not exceed 0.35 .
The results of the parametric analysis were then compared against the current NZS 3101 design equations for conservatism. It was found that a reduction in the horizontal joint shear reinforcement may be possible for beam-column joints incorporating Grade 300 steel in the longitudinal reinforcement of the beams and axial stress levels below 0.25 , but when Grade 500 steel is used or the column axial stress is greater than 0.25 , an increase in the joint shear reinforcement is required compared to NZS 3101. The current NZS 3101 design requirement of at least 40% of the joint shear force, to be resisted by means of joint shear reinforcement, has been found to be appropriate.
15
YUAN, WENQING. "SLENDERNESS EFFECTS IN FRP-REINFORCED CONCRETE COLUMNS." University of Cincinnati / OhioLINK, 2001. http://rave.ohiolink.edu/etdc/view?acc_num=ucin988054670.
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Tehrani, Fariborz Mohammadi. "Performance of steel fiber-reinforced concrete in beam-column connections." Diss., Restricted to subscribing institutions, 2008. http://proquest.umi.com/pqdweb?did=1619097981&sid=1&Fmt=2&clientId=1564&RQT=309&VName=PQD.
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17
Elmorsi, Mostafa Saad Eldine. "Analytical modeling of reinforced concrete beam column connections for seismic loading." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape11/PQDD_0006/NQ42844.pdf.
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18
Cheung, (Patrick) Pak Chiu. "Seismic design of reinforced concrete beam-column joints with floor slab." Thesis, University of Canterbury. Civil Engineering, 1991. http://hdl.handle.net/10092/9451.
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Beam-column joints are addressed in the context of current design procedures and performance criteria for reinforced concrete ductile frames subjected to large earthquake motions. Attention is drawn to the significant differences between the pertinent requirements of concrete design codes of New Zealand and the United States for such joints. The difference between codes stimulated researchers and structural engineers of the United States, New Zealand, Japan and China to undertake an international collaborative research project. The major investigators of the project selected issues and set guidelines for co-ordinated testing of joint specimens designed according to the codes of the countries. The tests conducted at the University of Canterbury, New Zealand, are reported. Three full-scale beam-column-slab joint assemblies were designed according to existing code requirements of NZS 3101:1982, representing an interior joint of a one-way frame, an interior joint of a two-way frame, and an exterior joint of a two-way frame. Quasistatic cyclic loading simulating severe earthquake actions was applied. The overall performance of each test assembly was found to be satisfactory in terms of stiffness, strength and ductility. The joint and column remained essentially undamaged while plastic hinges formed in the beams. The weak beam-strong column behaviour sought in the design, desirable in tall ductile frames designed for earthquake resistance, was therefore achieved. Using the laws of statics and test observations, the action and flow of forces from the slabs, beams and column to the joint cores are explored. The effects of bond performance and the seismic shear resistance of the joints, based on some postulated mechanisms, are examined. Implications of the test results on code specifications are discussed and design recomendations are made.
19
Ridwan. "Reinforced concrete beam-column joints strengthened in shear with embedded bars." Thesis, University of Birmingham, 2016. http://etheses.bham.ac.uk//id/eprint/7138/.
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Beam-column (BC) joints play an important role in the seismic performance of moment-resisting reinforced concrete (RC) frame structures. Without adequate joint shear reinforcement, BC joints can be the most vulnerable elements during an earthquake. Several techniques for improving the seismic performance of BC joints have been proposed, but they have been criticised for being labour-intensive and/or susceptible to premature debonding. This research explores the application of the deep embedment technique for strengthening a shear-deficient beam-column joint. Two approaches, experimental and finite element (FE) study were conducted. The experiment contained the tests of seven exterior RC BC joints under constant column axial load and a reverse cyclic load at the beam end. Variables considered during the experiments were the material type and embedded reinforcement ratio. The FE study included the modelling of the tested specimens using ABAQUS and parametric study to asses the effect of column axial load, concrete compressive strength and embedded bar size on joint shear strength. The experimental results showed the strengthened specimens had superior global and local behaviour compared to the control one. In addition, the maximum joint shear strength also changes linearly with the variation of the concrete strength, column axial load and embedded bar size.
20
Carrea, Francesco. "Shake-table test on a full-scale bridge reinforced concrete column." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2011. http://amslaurea.unibo.it/1756/.
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Wong, Ho Fai. "Shear strength and seismic performance of non-seismically designed reinforced concrete beam-column joints /." View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20WONG.
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El-Amoury, Tarek Abbas Ghobarah Ahmed. "Seismic rehabilitation of concrete frame beam-column joints /." *McMaster only, 2004.
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Mitra, Nilanjan. "An analytical study of reinforced concrete beam-column joint behavior under seismic loading /." Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10156.
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Zerkane, Ali S. H. "Cyclic Loading Behavior of CFRP-Wrapped Non-Ductile Reinforced Concrete Beam-Column Joints." PDXScholar, 2016. http://pdxscholar.library.pdx.edu/open_access_etds/3000.
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Use of fiber reinforced polymer (FRP) material has been a good solution for many problems in many fields. FRP is available in different types (carbon and glass) and shapes (sheets, rods, and laminates). Civil engineers have used this material to overcome the weakness of concrete members that may have been caused by substandard design or due to changes in the load distribution or to correct the weakness of concrete structures over time specially those subjected to hostile weather conditions. The attachment of FRP material to concrete surfaces to promote the function of the concrete members within the frame system is called Externally Bonded Fiber Reinforced Polymer Systems. Another common way to use the FRP is called Near Surface Mounted (NSM) whereby the material is inserted into the concrete members through grooves within the concrete cover. Concrete beam-column joints designed and constructed before 1970s were characterized by weak column-strong beam. Lack of transverse reinforcement within the joint reign, hence lack of ductility in the joints, and weak concrete could be one of the main reasons that many concrete buildings failed during earthquakes around the world. A technique was used in the present work to compensate for the lack of transverse reinforcement in the beam-column joint by using the carbon fiber reinforced polymer (CFRP) sheets as an Externally Bonded Fiber Reinforced Polymer System in order to retrofit the joint region, and to transfer the failure to the concrete beams. Six specimens in one third scale were designed, constructed, and tested. The proposed retrofitting technique proved to be very effective in improving the behavior of non-ductile beam-column joints, and to change the final mode of failure. The comparison between beam-column joints before and after retrofitting is presented in this study as exhibited by load versus deflection, load versus CFRP strain, energy dissipation, and ductility.
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Engindeniz, Murat. "Repair and strengthening of Pre-1970 reinforced concrete corner beam-column joints using CFRP composites." Diss., Atlanta, Ga. : Georgia Institute of Technology, 2008. http://hdl.handle.net/1853/24808.
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Thesis (Ph.D.)--Civil and Environmental Engineering, Georgia Institute of Technology, 2008.Committee Co-Chair: Kahn, Lawrence F.; Committee Co-Chair: Zureick, Abdul-Hamid; Committee Member: Armanios, Erian A.; Committee Member: Gentry, Russell T.; Committee Member: Leon, Roberto T.
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McHarg, Peter J. "Effect of fibre-reinforced concrete on the performance of slab-column specimens." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk2/ftp01/MQ37272.pdf.
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Birss, B. R. "The elastic behaviour of earthquake resistant reinforced concrete interior beam-column joints." Thesis, University of Canterbury. Civil Engineering, 2013. http://hdl.handle.net/10092/7750.
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This report is concerned with the theoretical and experimental study of the behaviour of interior reinforced concrete beam-column joints under simulated earthquake loading.
An experimental program investigated the performance of two beam-column joint subassemblages subjected to static cyclic loading within elastic limits. The post-elastic behaviour of the two test units was then examined by testing to failure.
A theoretical method for analysis of the joint shear resisting mechanisms is reviewed and analyses of prototype beam-column joints are reported. Results of this analysis were then compared with those obtained from the test units. The design method is shown to provide a satisfactory and conservative estimate of the joint shear reinforcement required in an elastic beam-column joint.
The failure of the joints in the test units verified the expectations that their response to inelastic seismic load demands would have been unsatisfactory.
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Pohoryles, D. A. "Realistic FRP seismic strengthening schemes for interior reinforced concrete beam-column joints." Thesis, University College London (University of London), 2017. http://discovery.ucl.ac.uk/1553180/.
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The observation, in recent earthquakes, of brittle collapses of reinforced concrete (RC) structures built before the introduction of detailed seismic design codes (pre-1970’s), underlines the need for significant upgrades to the existing RC building stock. In particular, weak-column/strong-beam mechanisms and shear failures have potentially catastrophic impacts that could be addressed by repair and retrofit solutions. In recent years, retrofits with fibre reinforced polymers (FRP) are becoming increasingly popular due to the benefits of corrosion resistance, high strength-to-weight ratio and reduced labour time. Experimental evidence for the efficiency of such schemes for joint strengthening can be found in the literature. An analysis of all available literature shows that the reduced scale of most tested specimens, as well as the omission of slabs and transverse beams in many studies, may lead to an unrealistic assessment of FRP retrofit schemes. In this study, pre-1970’s full-scale interior beam-column joints with slab and transverse beams are hence tested under realistic conditions in order to propose and assess new and practical FRP retrofit solutions for seismic actions. Three carbon FRP (CFRP) retrofit schemes with selective retrofit objectives are designed using outcomes from the literature and from calibrated finite-element models. The retrofit schemes are composed of a combination of FRP strengthening and selective weakening components to ensure failure of inadequately reinforced RC beam-column joints according to capacity design principles. The objectives of the schemes include the enhancement in lateral capacity and ductility, as well as changing the failure mechanism of the joint. Results from full-scale cyclic tests on the CFRP retrofitted specimens are compared to the behaviour of a deficient specimen and a specimen designed to modern guidelines (EC8), highlighting the successful achievement of the respective retrofit objectives. To evaluate the effect of the realistic set-up, the results are also compared to specimens without slab and transverse beams, highlighting their importance. Finally, new design equations, to be used in conjunction with existing guidelines, are formulated to ease the practical adoption of the proposed retrofit scheme.
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AlHarras, Omar. "Seismic behaviour and nonlinear modeling of reinforced concrete flat slab-column connections." Thesis, University of British Columbia, 2015. http://hdl.handle.net/2429/54469.
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The contemporary structural design practice of tall buildings typically incorporates a lateral force resisting system, along with a gravity system that often includes reinforced concrete flat slabs. A major challenge with the design of this system is ensuring adequate strength and deformation capacities of the flat slab-column connections, especially when the structure is prone to strong seismic excitations. When a flat slab-column connection is subjected to a combination of gravity and lateral loads, failure may occur in multiple modes. Comprehensive literature reviews of the experimental studies and the analytical models related to reinforced concrete flat slabs, and flat slab-column connections are presented in Chapters 2 and 3, respectively.
The existing nonlinear models that are currently available in literature were developed as assessment tools for old flat-plate structures. Thus, they are not capable of capturing the hysteretic behaviour of ductile flat slab-column connections with shear reinforcement. In Chapter 4, a new nonlinear model for flat slab-column connections is proposed. Utilizing the proposed model allows detecting potential failures due to all the possible modes of failure. The model was verified and calibrated using data from actual experimental studies.
Chapter 5 investigates the effects of flat slabs on the global seismic response of typical high-rise concrete shear wall buildings. Two analytical case studies were conducted using a prototype building designed in Vancouver, Canada. The results from nonlinear dynamic analyses confirmed that including flat slabs in the analysis models of tall buildings is important to obtain accurate estimates of the structural responses and seismic demands. A concise summary of the research outcomes is presented in Chapter 6.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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黃崑 and Kun Huang. "Design and detailing of diagonally reinforced interior beam-column joints for moderate seismicity regions." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2003. http://hub.hku.hk/bib/B31244233.
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Fisher, Matthew John. "Experimental Evaluation of Reinforcement Methods for Concrete Beam-Column Joints." The Ohio State University, 2009. http://rave.ohiolink.edu/etdc/view?acc_num=osu1243628129.
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Lodhi, Muhammad S. "Seismic Evaluation of Reinforced Concrete Columns and Collapse of Buildings." The Ohio State University, 2012. http://rave.ohiolink.edu/etdc/view?acc_num=osu1357318783.
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Eldawie, Alaaldeen Hassan. "COLLAPSE MODELING OF REINFORCED CONCRETE FRAMES UNDER SEISMIC LOADING." The Ohio State University, 2020. http://rave.ohiolink.edu/etdc/view?acc_num=osu1595607477704066.
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Yilmaz, Taner. "Seismic Response Of Multi-span Highway Bridges With Two-column Reinforced Concrete Bents Including Foundation And Column Flexibility." Master's thesis, METU, 2008. http://etd.lib.metu.edu.tr/upload/12610191/index.pdf.
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Seismic design of highway bridges has improved as a result of the experience gained from large earthquakes of the last thirty years. Ductility demand and reserved capacity are extremely important response measures used in new bridge designs to assess target damage levels. However, the application of practical design approaches specified in bridge design codes is not well-defined for bridges over flexible foundations. Within the scope of this research, thirty two bridge models having varying column aspect ratio, amount of column longitudinal reinforcement and foundation flexibility parameters are investigated through a series of analyses such as response spectrum analysis and inelastic time-history analysis under &ldquosafety evaluation earthquake&rdquo
hazard level with a return period of 1000 years, and push-over analysis. Using the results of analyses, seismic response of the investigated bridges are identified with several measures such as displacement capacity over demand ratio, global displacement ductility demand, and response modification factor, along with maximum concrete and steel strains of columns. A correlation between concrete and steel strains and seismic response measure values is constructed to estimate damage levels with commonly used response measures. The findings of this research revealed that global displacement ductility demand is not a favorable response measure for assessing damage levels. On the other hand, displacement capacity over demand ratios can be suggested for estimation of damage levels especially where foundation flexibility effects are extensive as system yielding is not taken into consideration.
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Brubaker, Briana. "Experimental Evaluation and Computer Analysis of Multi-Spiral Confinement in Reinforced Concrete Columns." Kansas State University, 2017. http://hdl.handle.net/2097/35324.
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Master of ScienceDepartment of Civil Engineering
Asadollah Esmaeily
Bridge and building construction in areas that sustain frequent seismic activity require the use of heavy lateral steel reinforcement within concrete columns to handle the lateral loads. Multi-spiral lateral reinforcement has been recently introduced to the construction field to offer an alternative to the traditional hoop and tie reinforcement. This report evaluates the experimental data observed in multiple experimental studies done on different concrete specimens. These specimens include multiple rectilinear reinforcement and several multi-spiral configurations in both rectangular and oblong columns. Due to multi-spiral reinforcement being a relatively new design, traditional computer programs have yet to include design analysis for this type of reinforcement in computer programs. Dr. Asad Esmaeily developed the program KSU RC 2.0 that can implement multiple analytical models to evaluate different multi-spiral configurations, as well as traditional hoop and tie confinement, that may be compared with experimental data. This report illustrates the comparative data from several different reinforced concrete column models. The data clearly indicates that multi-spiral reinforced columns exhibit higher compressive strength in the axial direction as well as higher ductility capabilities when compared to traditional rectilinear reinforcement of similar lateral steel reinforcement ratios. The use of multi-spiral reinforcement is also shown to lower costs for both the work time needed to install the structures as well as lowering the required steel ratio; all while maintaining the structural integrity of the columns.
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Brooke, Nicholas J. "Improving the performance of reinforced concrete beam-column joints designed for seismic resistance." Thesis, University of Auckland, 2011. http://hdl.handle.net/2292/8697.
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The testing of thirteen large scale beam-column joints forms the framework for the content of this thesis. The thirteen tests were divided into three series, each of which investigated an aspect of earthquake resistant design of moment resisting frames. The results obtained from testing the first series of four beam-column joints contradicted the conclusion of earlier research that design criterion specifying the ratio of column depth to bar diameter required to anchor beam longitudinal reinforcement at interior beam-column joints was non-conservative when applied to Grade 500E reinforcement. As a result, a database of approximately 100 beam-column joints was assembled and used to parametrically develop an improved design criterion that was shown to satisfactorily predict experimental performance based on the anchorage length provided. It was also shown in the first part of the thesis that the flexural overstrength factor should be the same irrespective of whether Grade 300E or Grade 500E longitudinal reinforcement is used in a beam. This finding contradicts current New Zealand practice, which specifies a higher flexural overstrength factor for Grade 500E reinforcement. The second set of four tests assessed the performance of beam-column joints constructed using inorganic polymer concrete. The properties of inorganic polymer concrete are similar to those of concrete produced using Portland cement, but the production of inorganic polymer concrete releases 80% less "greenhouse gases" into the atmosphere than the production of Portland cement concrete. The results of these tests showed that satisfactory performance can be expected from beam-column joints designed using existing New Zealand standards but constructed using inorganic polymer concrete. The final series of five tests were conducted to assess the performance of beam-column joints when the joint core was constructed using high performance fibre reinforced cementitious composites (HPFRCC) and contained no conventional transverse reinforcement. The results of this testing showed that satisfactory performance could be achieved when the magnitude of the joint core shear stress was commensurate with the strength of the HPFRCC used. It was also evident that HPFRCC is significantly superior to plain concrete with regards to the anchorage of reinforcement within the joint core. A number of comments were made regarding the practicalities of using HPFRCC joint cores in real structures, from which it was concluded that for most structures HPFRCC joint cores are unlikely to be a practical alternative to conventionally reinforced joint cores.
37
Akin, Umut. "Seismic Assessment Of Reinforced Concrete Beam-to-column Connections Under Reversed Cyclic Loading." Master's thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613123/index.pdf.
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Prior experimental research clearly reveals that the performance of reinforced concrete frame structures under earthquake loading is closely related to the behavior of beam-to-column connection regions. In order for a reinforced concrete building to have an adequate response under high lateral deformations, beam-to-column connections should be able to preserve their integrity. However, even today beam-to-column connections are assumed to be rigid or elastic, leading to an incorrect estimation of the structural response under earthquake loading. One of the basic reasons for the assumption of rigid joints is the lack of analytical models that adequately represent the seismic behavior of the connection region. In this thesis, an analytical model that realistically represents the beam-to-column connection response is developed, in the light of prior experimental data. The experimental subassemblies used in the generation of the analytical model are later modeled in OpenSees environment in order to verify the accuracy of the model. Throughout the research, utmost attention is paid for the model to be simple enough to be used practically and also to cover a wide range of beam to column connection properties.
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Reys, De Otiz Iclea. "Strut-and-tie modelling of reinforced concrete : short beams and beam-column joints." Thesis, University of Westminster, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.334612.
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Alberson, Ryan M. "Performance of Reinforced Concrete Column Lap Splices." 2009. http://hdl.handle.net/1969.1/ETD-TAMU-2009-08-7068.
Full textAbstract:
Cantilevered reinforced concrete columns with a lap splice of the longitudinal
reinforcement near the base can induce high moment demands on the splice region when
lateral loads are present on the structure. Code design specifications typically require a
conservative splice length to account for these high moment demands and their
consequences of bond failure. The required splice length is calculated as a function of
required development length, which is a function of the bond between the reinforcement
and the surrounding concrete, and a factor depending on the section detailing. However,
the effects of concrete deterioration due to alkali silica reaction (ASR) and/or delayed
ettringite formation (DEF) may weaken the bond of the splice region enough to
overcome the conservative splice length, potentially resulting in brittle failure of the
column during lateral loading.
This thesis presents the following results obtained from an experimental and analytical
program.
* Fabrication of large-scale specimens of typical column splice regions with
concrete that is susceptible to ASR/DEF deterioration
* Measurement of the large-scale specimen deterioration due to ASR/DEF
accelerated deterioration
* Analytical model of the column splice region based on flexure theory as a
function of the development length of the reinforcement and a factor to account
for deterioration of the bond due to ASR/DEF
* Experimental behavior of two large-scale specimens that are not influenced by
premature concrete deterioration due to ASR/DEF (control specimens). This
experimental data is also used to calibrate the analytical model.
The conclusions of the research are that the analytical model correlates well with the
experimental behavior of the large-scale control specimens not influenced by ASR/DEF.
The lap splice region behaved as expected and an over-strength in the splice region is
evident. To account for ASR/DEF damage, the analytical model proposes a reduction
factor to decrease the bond strength of the splice region to predict ultimate performance
of the region with different levels of premature concrete deterioration.
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Xu, Shi-Ran, and 許世然. "The Numerical Design for Reinforced Concrete Column." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/05003095764583180125.
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Hsu, Shyh-Ran, and 許世然. "The Numerical Design for Reinforced Concrete Column." Thesis, 1997. http://ndltd.ncl.edu.tw/handle/78810517462709473926.
Full textAbstract:
碩士國立台灣工業技術學院
營建工程技術研究所
85
ABSTRACT Trial and error method is the common method usedfor the reinforced concrete column design. Theprocedure used in this method is quite complicated,therefore it is not suitable for the computeralgorithm. Another approach is used in this study to solve this problem. Mathematical equations were first derived by thereinforced concrete basic assumptions. Then thenumerical bisection method was used to find thelocation of neutral axis. Reinforced area can beobtained accordingly. A program was developed in this study also. Thefirst part can read the ETABS force output fileautomatically. Then the models developed in thisstudy were used to design reinforcement for eachcolumn. The obtained results were compared to theresults obtained from CONKER program. The comparison shows that the models developed in this study is more accurate and economical.
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Jiun-Shing, Ju, and 朱俊星. "Steel Reinforced Concrete Structures Beam-to-column Connections." Thesis, 1993. http://ndltd.ncl.edu.tw/handle/09273234545681582967.
Full textAbstract:
碩士國立臺灣科技大學
營建工程技術學系
81
This research work is aimed at studyinghe behavior of beam- to-column connection of pre-aststeel reinforced concrete structures. The prosndcons of traditional design and construction ofhese beam-to-column connections are examined andn innovated method is developed to simplify theonstruction procedure and to improve its seismicesistance characteristic. By using a specialesigned cover plate on the bottom flange oftructural shapes to trasmitted the forceesisted by the bottom reinforcing bars, it isound that coupler to connect reinforcing bars inhe traditional assured.This is demonstrated by aeries of full size structural testing of beam-tocolumn connections. An analytical method is alsoeveloped to predict the flexural strength ofteel reinforced concrete structures and goodgreement between analytical and experimentaltudy has been found.
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"Behavior and modeling of reinforced concrete slab-column connections." Thesis, 2007. http://hdl.handle.net/2152/3046.
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Tian, Ying 1971. "Behavior and modeling of reinforced concrete slab-column connections." 2007. http://hdl.handle.net/2152/13220.
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Jui-HsienHuang and 黃瑞賢. "Behavior of Reinforced Concrete Beam-Column Sub-Assemblage Subjected to Elevated Temperatures–Ordinary Concrete Exterior Columns." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/13766433473516317891.
Full textAbstract:
碩士國立成功大學
土木工程學系碩博士班
98
The behavior of full-scale reinforced concrete beam-exterior column sub-assemblage during and after elevated temperature test is studied. In the experimental study, the ordinary concrete specimens (NC4 and NC6) were tested according to ISO 834 temperature-time curve. The column was subjected to four-face heating. The primary objectives were the deformation of specimens during heating and cooling stages and the distribution of temperature, and the residual strength. In the analytical study, the ANSYS program was used to predict the temperature distribution of cross section in column and joint. The predictions were then compared with the test results. Also, the results of specimen NC5 in previous study were used for comparisons. The primary findings according to this study are as follows: 1. Upon heating 120 minutes, the temperature of concrete at center of joint under four-face heating was 13~35℃ greater than that under three-face heating. The joint rotated clockwise during heating for specimens under three-face heating and four-face heating. The time of initiation of horizontal displacement toward outside of furnace was 10~15 minutes from heating for specimens under three-face heating, and 20 minutes for those under four-face heating, The effect of thermal expansion of beam on joint displacement was more pronounced than thermal deformation of column, which leads to the difference of horizontal displacement in joint during heating. 2. The curvatures of upper and lower columns under four-face heating were greater than those under three-face heating. Because the column in the former case is subjected to severe material deterioration than the latter. 3. Before and after heating stages the axial deformation of column was almost linear. The axial deformation of column after heating was larger than that before heating. The axial deformation of column under four-face heating specimens was greater than that under three-face heating.
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Hsu, Cheng-Hong, and 徐振閎. "Seismic behavior of Reinforced Concrete Column with Interlocking Spirals." Thesis, 2011. http://ndltd.ncl.edu.tw/handle/86521300113560193054.
Full textAbstract:
碩士國立臺灣大學
土木工程學研究所
99
Along with the evolution of reinforced concrete’s application in Taiwan, inter-locking spiral has been accepted and used as a type of transverse steel. It is showed that reinforced concrete using inter-locking spiral can not only reduce the artificial error of hoops, but also reduce using the amount of hoops. It is also demonstrated the reinforced concrete using inter-locking spiral can provide more confinement. The present research of reinforced concrete using inter-locking spiral, is mostly aimed at the squared cross-section. However, the rectangular cross-section and the oval cross-section are used to public construction, is still lacked the data to prove the efficacy. The research compares the confinement of reinforced concrete, which have rectangular and oval cross- section, using inter-locking spiral and traditional hoops in the same design code. By the three tests, compression test, recyclic tests and eccentric tests, it can be discussed the feasibility of inter-locking spiral on two different cross-sections. According to the results of experiments, the performance of reinforced concrete which uses inter-locking spiral is better than the one uses traditional hoops. It is showed that inter-locking spiral use on rectangular cross-section and oval cross-section can provide more confinement effect and be used in the public construction.
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CHUNG, LIU LIEN, and 劉廉中. "Simulation of Seismic Response of Reinforced Concrete Bridge Column." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/03623178005382108954.
Full textAbstract:
碩士國立臺北科技大學
土木與防災技術研究所
92
It is a very difficult task to obtain the seismic response of the reinforced concrete bridge columns. This is because that the structural system will go into a nonlinear range under severe seismic ground motion. The nonlinear behavior of reinforced concrete members is very complicated since the load-displacement relation exhibits stiffness degradation, strength deterioration and pinching effect. Thus, it is very hard to accurately simulate the load-displacement relationship for reinforce concrete members. The pseudodynamic technique will be applied to yield the seismic responses of the reinforced concrete bridge columns since it avoids the use of a mathematical model to simulate the load-displacement relationship. This is because that the restoring force developed by the structure is experimentally measured during the test. Therefore, pseudodynamic test results are believed to be more reliable than numerical solution. In this study, the program IDARC is used to analyze the seismic response of a reinforced concrete bridge column. At first, the hysteretic loops obtained from the cyclic loading test are simulated by IDARC program. Based on this simulation, some parameters used in the program can be determined. Next, both the section input method and moment-curvature input method are employed to compute the seismic responses of reinforced concrete bridge columns. These results are compared with the pseudodynamic test results so that the feasibility of the program can be confirmed. It seems that the numerical results computed from IDARC program are roughly consistent with the pseudodynamic test results although they did not match very well.
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Liang, Lilin, and 梁禮麟. "Flexural-Torsional behavior of steel-encased reinforced concrete column." Thesis, 2000. http://ndltd.ncl.edu.tw/handle/04447865479348459732.
Full textAbstract:
碩士國立中央大學
土木工程研究所
88
ABSTRACT Due to the interaction of steel tube and reinforced concrete of a composite section design, it is found that the reinforced concrete is capable of delaying the local buckling of encased steel tube. This composite design can be adequate for earthquake resistant purposes under compressive or flexural loading, however, the design performance may be susceptible when applied to constructions with unsymmetrical loading which induces torsional load. This study is focused on the flexural-torsional behavior of a composite design composed of reinforce concrete and encased steel tube. Width/depth ratio of cross sections and eccentricity ratio, were chosen as the main parameters for comparisons. Behavior among members'' ultimate strength, ductility, stiffness deterioration and energy dissipation capacity were also studied. It is concluded that the members'' performance is significantly influenced by the interaction between torsional loading and bending moment.
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張勝勛. "Confinement effectiveness of lumned hoops in reinforced concrete column." Thesis, 1986. http://ndltd.ncl.edu.tw/handle/68127346593300034398.
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Chang, Chung-Chia, and 張眾佳. "Reinforced Concrete Member Nonlinear Analysis Method and Model Building And Strengthening of Reinforced Concrete Column with Steel Jacketting Method in Column-end Connect." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/87970399257093028217.
Full textAbstract:
碩士國立臺灣科技大學
營建工程系
97
Concrete has high compressive strength, but relatively low tensile strength (approximately only 1/10 of its compressive strength). When it expands with heat or contracts with cold, cracks will occur. When the cracks do occur, the concrete is imperfect and it will no longer be aligned. Therefore if we are able to understand further the effects of the cracks, it will help our research greatly. This research project will use the SAP2000 finite element method, Link and Plane stress to simulate reinforced concrete members. We will also consider concrete, steel bars, cracks, and bond slips. Finally we will calculate the reinforced concrete members based on analysis program to obtain the tangent stiffness matrix under certain kind of crack condition. By way of the linear elastic stage, we can prove the desired results can be calculated easily.