Relevant bibliographies by topics / Reinforced concrete shear wall

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Academic literature on the topic 'Reinforced concrete shear wall'

Author: Grafiati
Published: 4 June 2021
Last updated: 15 February 2022

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Journal articles on the topic "Reinforced concrete shear wall"

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Choi, Chang Sik, and Hye Yeon Lee. "Rehabilitation of Reinforce Concrete Frames with Reinforced Concrete Infills." Key Engineering Materials 324-325 (November 2006): 635–38. http://dx.doi.org/10.4028/www.scientific.net/kem.324-325.635.

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The purpose of this study is to understand the fundamental resistance mechanism and the shear strength of the frame with the reinforced concrete infill wall by comparing analytical with experimental results. For this, one-story and one-bay four specimens were manufactured with variables; Lightly Reinforced Concrete Frame (LRCF), monolith placing Shear Wall (SW), CIP Infill Wall (CIW-1) and CIP Infill Wall reinforced with diagonal rebar (CIW-2). The addition of the RC infill wall was significantly improved the strength and the stiffness. Compared with specimen LRCF, ultimate strength and initial stiffness of infills was improved 4 and 6 times, respectively. The case of specimen CIW-2, structural performance was improved remarkably by placing a diagonal rebar.
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Kang, Yan Bo, Shi Min Huang, and Qiu Lai Yao. "Comparative Study on Shear Wall and Brick Wall Strengthened with Reinforced Concrete Splint." Advanced Materials Research 639-640 (January 2013): 1108–13. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.1108.

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The test process and analysis of 3 walls and the expand calculation about walls are introduced in this paper. Through a series of low-cycle repeated load experiments, the paper do comparative studies on the seismic behavior of concrete shear wall and brick wall strengthened with reinforced concrete splint firstly. Because of the limitations of experiment, the study focuses on the unreinforced brick wall, the 120mm shear wall, the brick wall strengthened with double 60mm reinforced concrete splint and the brick wall strengthened with single 60mm reinforced concrete splint. On the basis of the experiment, we use the finite element software to establish a rational numerical model. Through the finite element analysis, the paper expands the calculation about walls and makes up for the lack of experimental research. Based on the analysis results, we get the conclusion that the reinforced concrete splint can enhance the seismic behavior of the unreinforced brick wall. Taking no consideration of structures’ integral stability, the seismic behavior of brick wall strengthened with double 60mm reinforced concrete splint is equivalent to the 120mm shear wall.
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Jiang, Huan Jun, and Lao Er Liu. "Numerical Analysis of RC Shear Walls under Cyclic Loading by PERFORM-3D." Advanced Materials Research 250-253 (May 2011): 2253–57. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2253.

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For engineering practice purpose, the macroscopic model capable of simulating the main characteristics of nonlinear behavior is desirable to reduce computational efforts in nonlinear structural analysis. Several different types of macroscopic models for shear walls have been developed. The shear wall element used in the commercial program PERFORM-3D is one types of macroscopic models for reinforced concrete shear walls. The application of PERFORM-3D in the nonlinear static analysis of reinforced concrete shear walls is introduced in this study. The selection of constitutive models and the determination of related parameters of the constituent material are presented in detail. The applicability of the shear wall element is verified by numerical simulation on three reinforced concrete shear wall specimens under cyclic loading. The comparison between the numerical analysis and test results leads to the conclusion that the shear wall element with appropriate constitutive models can capture the nonlinear behavior of reinforced concrete shear wall well and be conveniently applied in engineering practice.
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Kang, Su Won, and Hyun Do Yun. "Effect of Cement Matrix’s Type on the Shear Performance of Lightly Reinforced Squat Shear Walls Subjected to Cyclic Loading." Advanced Materials Research 658 (January 2013): 42–45. http://dx.doi.org/10.4028/www.scientific.net/amr.658.42.

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This study was conducted to experimentally investigate the shear behavior of non-ductile squat shear walls with different cement matrixes such as normal concrete, fiber-reinforced concrete(FRC), and strain-hardening cement composite(SHCC). The cement matrix type’s effect in the lightly reinforced squat shear wall was evaluated through the testing of three one-third scale walls with a height-to-length ratio (hw/lw) of 0.55 under top displacement reversals. Experimental results show that the cement matrix type in the non-seismically detailed squat shear walls has a significant effect on the shear behavior and failure mode. Compared to reinforced FRC and SHCC shear walls, reinforced concrete wall exhibited brittle behavior. Reinforcing fibers in the FRC and SHCC mitigated the crack damage of wall and increase the shear strength.
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Hou, Hetao, Weiqi Fu, Canxing Qiu, Jirun Cheng, Zhe Qu, Wencan Zhu, and Tianxiang Ma. "Effect of axial compression ratio on concrete-filled steel tube composite shear wall." Advances in Structural Engineering 22, no. 3 (August 28, 2018): 656–69. http://dx.doi.org/10.1177/1369433218796407.

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This study proposes a new type of shear wall, namely, the concrete-filled steel tube composite shear wall, for high performance seismic force resisting structures. In order to study the seismic behavior of concrete-filled steel tube composite shear wall, cyclic loading tests were conducted on three full-scale specimens. One conventional reinforced concrete shear wall was included in the testing program for comparison purpose. Regarding the seismic performance of the shear walls, the failure mode, deformation capacity, bearing capacity, ductility, hysteretic characteristics, and energy dissipation are key parameters in the analysis procedure. The testing results indicated that the bearing capacity, the ductility, and the energy dissipation of the concrete-filled steel tube composite shear walls are greater than that of conventional reinforced concrete shear walls. In addition, the influence of axial compression ratio on the seismic behavior of concrete-filled steel tube composite shear wall is also investigated. It was found that higher axial compression ratio leads to an increase in the bearing capacity of concrete-filled steel tube composite shear walls while a reduction in the ductility capacity.
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Kelly, Trevor. "Nonlinear analysis of reinforced concrete shear wall structures." Bulletin of the New Zealand Society for Earthquake Engineering 37, no. 4 (December 31, 2004): 156–80. http://dx.doi.org/10.5459/bnzsee.37.4.156-180.

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Although shear walls are a widely used system for providing lateral load resistance, nonlinear analysis procedures for this type of element are much less well developed than those for frame and truss elements. Equivalent flexural models do not include shear deformation and are only suited for symmetric, straight walls. This paper describes the development of an analysis model which includes nonlinear effects for both shear and flexure. The formulation is based on a "macro" modelling approach which is suitable for complete building models in a design office environment. An analysis methodology is developed using engineering mechanics and experimental results and implemented in an existing nonlinear analysis computer program. A model is developed and validated against test results of solid walls and walls with openings. This shows that the model can capture the general characteristics of hysteretic response and the maximum strength of the wall. Results can be evaluated using acceptance criteria derived from published guidelines. An example shear wall building is then evaluated using both the nonlinear static and the nonlinear dynamic procedures. The procedure is shown to be a practical method for implementing performance based design procedures for shear wall buildings.
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Nannan, Zhao, Wang Yaohong, Han qing, and Su Hao. "Bearing capacity of composite shear wall incorporating a concrete-filled steel tube boundary and column-type reinforced wall." Advances in Structural Engineering 23, no. 10 (March 4, 2020): 2188–203. http://dx.doi.org/10.1177/1369433220911156.

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Composite shear walls are widely used in high-rise buildings because of their high bearing capacity. To improve the bearing capacity of ordinary shear walls, restraining elements are usually installed at both boundaries or within the wall body. In this article, two different restraining elements, namely, a rectangular steel tube and a column-type reinforcement (the whole wall body was restrained by segmented stirrups and tied by diagonal bars), were applied to the boundary frame and wall body of the shear wall either jointly or separately. A new type of steel-concrete composite shear wall, referred to as a composite shear wall incorporating a concrete-filled steel tube boundary and column-type reinforced wall, was proposed. In addition, three specimens with different restraining elements, namely, a column-type reinforced shear wall, a concrete-filled steel tube boundary shear wall and an ordinary reinforced concrete shear wall, were presented for comparison. The influences of the two different restraining elements on the seismic performance and bearing capacity of the shear walls were analyzed from four perspectives of failure mode, hysteresis behavior, stiffness and residual deformation, and the equivalent lateral pressures of the two restraining elements were calculated. Based on the plane-section assumption, expressions for the crack, yield, peak and ultimate bearing capacities were derived, and the effects of the two restraining elements on the peak and ultimate bearing capacities were considered. The results show that these two restraining elements significantly improved the bearing capacity of the shear wall specimens, and the concrete-filled steel tube restraining element was more effective than the column-type reinforced restraining element. Finally, the calculated values of the bearing capacity of the four different restraining elements of the shear wall specimens proposed in this article were in good agreement with the experimental values.
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SONG, Xing-yu, Qin HOU, and Lei CHEN. "Experimental study on seismic behavior of shear wall with fiber reinforced polymer concrete." MATEC Web of Conferences 275 (2019): 02010. http://dx.doi.org/10.1051/matecconf/201927502010.

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In order to improve the seismic performance of common concrete shear wall with concealed bracings, fiber reinforced polymer modified concrete instead of ordinary concrete was applied to the shear wall as described in this paper. In this paper, the experimental study on the seismic performance of two different types of shear walls under cyclic loading was carried out, and also the failure characteristics, bearing capacity, ductility, hysteretic curve, stiffness attenuation and energy dissipation performance of the proposed shear wall were analyzed systematically. The test results show that the seismic performance of fiber-reinforced polymer modified concrete shear wall is significantly improved because its the damping ratio, deformation capacity and energy dissipation capacity are greatly improved compared with ordinary concrete shear wall with concealed bracings, which ensures its better stiffness stability in the later stage.
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Zhu, Junfeng, Donghui Zheng, and Yifan Li. "Failure Dependence Analysis of Shear Walls with Different Openings under Fortification Earthquakes." Mechanical Engineering Research 3, no. 1 (May 22, 2013): 185. http://dx.doi.org/10.5539/mer.v3n1p185.

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It is necessary to study failure dependence problem in order to solve system reliability in the field of Civil Engineering. In this paper, failure dependence of reinforced concrete shear walls with different openings (including the whole shear wall, the shear wall with small opening, the coupled shear wall, the shear wall frame) are studied under fortification earthquakes using Monte Carlo method. The results demonstrate that failure of reinforced concrete shear walls with different openings is neither fully independent nor fully relevant. The number of failure dependent floors is about one-half total floors. The failure dependent floors are concentrated mainly in the upper part.
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Su, Yi Sheng, Er Cong Meng, Zu Lin Xiao, Yun Dong Pi, and Yi Bin Yang. "Study on Seismic Behavior of the L-Shape Steel Reinforced Concrete Short-Pier Shear Wall with Different Concrete Strength." Applied Mechanics and Materials 353-356 (August 2013): 1990–99. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1990.

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In order to discuss the effect of different concrete strength on the seismic behavior of the L-shape steel reinforced concrete (SRC) short-pier shear wall , this article analyze three L-shape steel reinforced concrete short-pier shear walls of different concrete strength with the numerical simulation software ABAQUS, revealing the effects of concrete strength on the walls seismic behavior. The results of the study show that the concrete strength obviously influence the seismic performance. With the concrete strength grade rise, the bearing capacity of the shear wall becomes large, the ductility becomes low, the pinch shrinkage effect of the hysteresis loop becomes more obvious.
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Dissertations / Theses on the topic "Reinforced concrete shear wall"

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Soydas, Ozan. "Evaluation Of Shear Wall Indexes For Reinforced Concrete Buildings." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610380/index.pdf.

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An analytical study was carried out to evaluate shear wall indexes for low to mid-rise reinforced concrete structures. The aim of this study was to evaluate the effect of different shear wall ratios on performance of buildings to be utilized in the preliminary assessment and design stages of reinforced concrete buildings with shear walls. In order to achieve this aim, forty five 3D building models with two, five and eight storeys having different wall ratios were generated. Linearly elastic and nonlinear static pushover analyses of the models were performed by SAP2000. Variation of roof drift and interstorey drift with shear wall ratio was obtained and results were compared with the results of approximate procedures in the literature. Additionally, performance evaluation of building models was carried out according to the linearly elastic method of Turkish Earthquake Code 2007 with Probina Orion. According to the results of the analysis, it was concluded that drift is generally not the primary concern for low to mid-rise buildings with shear walls. A direct relationship could not be established between wall index and code performance criteria. However, approximate limits for wall indexes that can be used in the preliminary design and assessment stages of buildings were proposed for different performance levels.
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Gilles, Damien Claude. "In situ dynamic characteristics of reinforced concrete shear wall buildings." Thesis, McGill University, 2011. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=103463.

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Structural engineers routinely need to make assumptions about the dynamic properties (natural periods, mode shapes, and damping) of a building to simulate its response to dynamic loads, such as strong winds or earthquake ground motions. However, the assumed properties may significantly differ from those of the actual building, once it is constructed, due to differences between the idealized model and in situ conditions. The main objectives of this study are to evaluate how common models and assumptions used to predict the dynamic properties of buildings compare to those measured in actual buildings, and to develop improved prediction models. To this end, ambient vibration measurements were performed in 39 buildings on the island of Montréal and the dynamic properties of up to six vibration modes were identified, for each of these buildings, using the enhanced frequency domain decomposition method. Though the initial goal was to obtain a representative sample of different types of buildings, 27 of these 39 buildings turned out to be reinforced concrete buildings with shear walls providing the main resistance to lateral loads. Hence, the scope of this study was narrowed to the dynamic properties of reinforced concrete shear wall (RCSW) buildings. The measured dynamic properties of this subset of 27 buildings were then used to evaluate different models, proposed in building codes and in the literature, to predict the natural periods and damping characteristics of these types of buildings. Based on the results of regression analyses, the equation proposed in the 2005 National Building Code of Canada (NBCC 2005) to estimate the fundamental period of RCSW buildings was shown to fit measured period data rather poorly. Alternative equations that incorporate the dimensions of shear walls did not improve the prediction of the fundamental periods, despite being more complex. A simple equation was proposed, which matched the measured fundamental period data better. Further, to quantify uncertainty, equations corresponding to the mean, mean minus one standard deviation, and mean plus one standard deviation were produced. Measured damping values were shown to vary considerably in the different buildings studied, with most values concentrated between one and four percent of critical viscous damping. Different damping models proposed in the literature did not reduce this variability. Based on these observations, as well as past findings that damping increases at large vibration amplitudes, damping values of two percent critical were deemed acceptable for wind design of RCSW buildings, whereas values of three percent were suggested for seismic design. Finally, simple models to predict the natural periods of torsion and second translation modes were proposed based on regression analyses. These models agree very well with those that have been proposed in the literature. Again, equations corresponding to different probability levels (mean, mean minus one standard deviation, and mean plus one standard deviation) were produced as a measure of uncertainty. This study should help engineers select realistic values of the dynamic properties of RCSW buildings for structural analysis and design, and should ultimately improve engineers' ability to predict the dynamic response of these buildings. Further, the proposed models could lead to improved recommendations in building codes.
Pour prédire le comportement d'un bâtiment sous l'effet de différents types de charges dynamiques, telles que les charges de vent et les secousses sismiques, les ingénieurs doivent d'abord estimer les propriétés dynamiques de celui-ci, notamment les périodes naturelles, les déformées modales et l'amortissement. Cependant, ces propriétés peuvent être considérablement différentes de celles du bâtiment réel, une fois construit, dû aux différences entre le modèle idéalisé du bâtiment et les conditions in situ. L'objectif de cette étude est donc d'évaluer les modèles communément utilisés pour estimer les propriétés dynamiques des bâtiments. Plus précisément, le but est de comparer les propriétés estimées à l'aide de ces modèles avec celles mesurées dans des bâtiments existants et de développer de meilleurs modèles, si possible. À cet effet, des mesures de vibrations ambiantes furent effectuées dans 39 bâtiments sur l'île de Montréal et, pour chacun d'entre eux, les propriétés dynamiques de six modes de vibration furent identifiées à l'aide de la méthode de décomposition dans le domaine des fréquences (FDD). Bien que le but initial fût d'obtenir un échantillon de différents types de bâtiments, 27 des 39 édifices ont une ossature en béton armé et se servent principalement de murs de refend pour résister aux charges latérales. Cette étude se penche donc uniquement sur ce type de bâtiment. Les propriétés dynamiques de ces 27 bâtiments furent utilisées pour évaluer différents modèles proposés dans le Code National du Bâtiment du Canada 2005 (CNB 2005) et dans la littérature scientifique pour estimer les propriétés dynamiques de ce type de bâtiment. En se basant sur des analyses de régression, cette étude démontre que l'équation proposée dans le CNB 2005 pour estimer la période fondamentale de ce type de bâtiment n'est pas très précise. D'autres équations, qui font usage des dimensions des murs de refend, n'offrent pas des estimations plus précises, malgré leur complexité. Une équation simple et plus précise est suggérée pour prédire la période fondamentale. De plus, des équations correspondant à la moyenne moins un écart-type et la moyenne plus un écart-type sont également fournies afin de quantifier l'incertitude associée à l'estimation de la période fondamentale. Les taux d'amortissement mesurés dans les différents modes de vibration des différents bâtiments furent très variables, avec la plupart des valeurs concentrées entre un et quatre pourcent de l'amortissement critique. Cette variabilité n'est pas réduite si l'on considère d'autres modèles proposés dans la litérature scientifique. En fonction de ces observations, et dû au fait que l'amortissement augmente généralement lors de vibrations de grande amplitude, des valeurs d'amortissement de deux pourcent sont suggérées pour calculer les effets du vent sur les bâtiments avec murs de refend; tandis que et des valeurs de trois pourcent semblent appropriées pour les charges sismiques.Enfin, des modèles simples, qui concordent très bien avec les modèles suggérés dans la litérature, sont proposés pour estimer les périodes naturelles des modes de torsion et du deuxième mode de translation. De nouveau, des équations correspondant à la moyenne moins un écart-type et la moyenne plus un écart-type sont développées.Cette étude devrait aider les ingénieurs à sélectionner des valeurs réalistes des propriétés dynamiques pour l'analyse et la conception des bâtiments en béton armé avec murs de refend. En fin de compte, ceci devrait leur permettre de mieux prédire le comportement dynamique de ce type de bâtiment. De plus, les modèles développés dans cette thèse pourraient également mener à des améliorations aux recommendations du Code national du bâtiment du Canada.
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Hagen, Garrett Richard. "Performance-Based Analysis of a Reinforced Concrete Shear Wall Building." DigitalCommons@CalPoly, 2012. https://digitalcommons.calpoly.edu/theses/803.

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PERFORMANCE-BASED ANALYSIS OF A REINFORCED CONCRETE SHEAR WALL BUILDING Garrett Richard Hagen In this thesis, a special reinforced concrete shear wall building was designed per ASCE 7-05, and then the performance was investigated using the four analysis procedures outlined in ASCE 41-06. The proposed building was planned as a 6-story office building in San Francisco, CA. The structural system consisted of a two-way flat plate and reinforced concrete columns for gravity loads and slender structural walls for seismic loads. The mathematical building models utilized recommendations from ASCE 41-06 and first-principle mechanics. Moment-curvature analysis and fiber cross-section elements were used in developing the computer models for the nonlinear procedures. The results for the analysis procedures showed that the building met the Basic Safety Objective as defined in ASCE 41-06. The performance levels for the nonlinear procedures showed better building performance than for the linear procedures. This paper addresses previously found data for similar studies which used steel special moment frames, special concentric braced frames, and buckling restrained braced frames for their primary lateral systems. The results showcase expected seismic performance levels for a commercial office building designed in a high seismicity region with varying structural systems and when using different analysis procedures. Keywords: reinforced concrete structural walls, shear walls, performance-based analysis, ETABS, Perform-3D, flat plate, two-way slab.
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Rafie, Nazari Yasamin. "Seismic Fragility Analysis of Reinforced Concrete Shear Wall Buildings in Canada." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36090.

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Damage observed after previous earthquakes indicates that a large number of existing buildings are vulnerable to seismic hazard. This research intends to assess seismic vulnerability of regular and irregular shear wall buildings in Canada, having different heights and different levels of seismic design and detailing. As seismic hazard is a probabilistic event, a probabilistic methodology has been adopted to assess the seismic vulnerability of the shear wall buildings. The proposed research encompasses a comprehensive fragility analysis for seismic vulnerability of shear wall buildings in Canada. The first phase of the investigation involves shear wall buildings with different heights (hence different structural periods), designed based on the 2010 National Building Code of Canada. The second phase involves shear wall buildings designed prior to 1975, representing pre-modern seismic code era. The third phase involves the evaluation of pre-1975 shear wall buildings with irregularities. 3-Dimensional simulations of the buildings were constructed by defining nonlinear modelling for shear wall and frame elements. These models were subjected to dynamic time history analyses conducted using Perform 3D software. Two sets of twenty earthquake records, compatible with western and eastern Canadian seismicity, were selected for this purpose. Spectral acceleration and peak ground acceleration were chosen as seismic intensity parameters and the first storey drift was selected as the engineering demand parameter which was further refined for irregular cases. The earthquake records were scaled to capture the structural behaviour under different levels of seismic excitations known as Incremental Dynamic Analysis. The resulting IDA curves were used as the input for seismic fragility analysis. Fragility curves were derived as probabilistic tools to assess seismic vulnerability of the buildings. These curves depict probability of exceeding immediate occupancy, life safety and collapse prevention limit states under different levels of seismic intensity.
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Wong, Sze-man. "Seismic performance of reinforced concrete wall structures under high axial load with particular application to low-to moderate seismic regions." Click to view the E-thesis via HKUTO, 2005. http://sunzi.lib.hku.hk/hkuto/record/B34739531.

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Bazargani, Poureya. "Seismic demands on gravity-load columns of reinforced concrete shear wall buildings." Thesis, University of British Columbia, 2014. http://hdl.handle.net/2429/46651.

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In shear wall buildings, walls serve as the seismic force resisting system while the gravity-load system consists of columns that are primarily designed to carry the weight of the building through frame action and are not detailed for seismic ductility. Design codes require the gravity-load system to be checked for deformation compatibility as the building deforms laterally. The process of checking the columns for adequate deformability still requires more work. In addition to flexural deformations, components such as shear strain and rotation of the foundation contribute significantly to lateral deformations in the wall plastic hinge zone. Shear strains in flexural shear walls are analytically shown to be a result of large vertical tensile strains in areas with inclined cracks. Based on this theory, a simple design-oriented method for estimating shear strain profile of flexural shear walls is formulated, the accuracy of which is verified against experimental results from works of other researchers. Rotation of shear wall foundations is studied through performing about 2000 Nonlinear Time-History Analysis (NTHA) considering the nonlinear interaction between the foundation and the underlying soil. Behaviour of shear walls accounting for foundation rotation is explained with emphasis on relative wall to foundation strengths. A simple method for obtaining the monotonic foundation moment-rotation response is formulated which is then used in a simple step-by-step method for estimating foundation rotation in a given shear wall building. Curvature demand on columns pushed to a given wall deformation profile is studied using a structural analysis algorithm specifically designed for the task. In the absence of wall shear strain or significant foundation rotation, column curvature demand is found to remain close to the wall maximum curvature. Wall shear strain and foundation rotation are found to cause severe increase to column curvature demand. In a parametric study on column curvature demand, parameters including wall length, column length, height of column plastic hinge zone, first storey height, fixity of the column at grade level, and the effect of members framing into the column are studied. Several simple expressions for estimating column curvature demand are derived that can be implemented in design.
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Paterson, James 1974. "Seismic retrofit of reinforced concrete shear walls." Thesis, McGill University, 2001. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=33986.

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A series of four shear wall specimens was tested in order to evaluate a seismic retrofit that has been proposed for the core wall of an existing building in Berkeley, California. Like many reinforced concrete shear walls that were built in the 1960s and early 1970s, the core wall in this building was constructed with reinforcement details that would result in a non-ductile seismic response. These poor details include lap splices in the longitudinal reinforcement in regions where flexural yielding is expected, inadequate confinement of the boundary regions, and inadequate anchorage of the transverse reinforcement. The proposed seismic retrofit involved the use of headed reinforcement, carbon fibre wrap, and reinforced concrete collars at the base of the wall.
The four shear wall specimens were tested under reversed cyclic loading. Two of these walls had a lap splice in the longitudinal steel at the base of the wall and the other two had a lap splice 600 mm from the base of the wall. One of each of these specimens was tested in the 'as-built' condition and the other two were retrofit prior to testing. The test results show that the retrofit strategies were successful in improving the ductility and energy dissipation of the shear walls.
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Jabbour, Samer. "Comparative design of reinforced concrete shear walls." Thesis, University of Ottawa (Canada), 2000. http://hdl.handle.net/10393/10755.

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Code provisions for the determination of earthquake loads are intended to give reasonable estimate of the lateral forces that occur on a building as a result of an earthquake. Two major steps can be described in the procedure: the calculation of the base shear based on both the characteristics of the earthquake and the building, and the distribution of the base shear over the stories and the resisting earthquake elements of the building. Reinforced concrete ductile shear walls are the earthquake resisting elements considered in this study. Code provisions for the design of reinforced concrete ductile shear walls are intended to provide adequate reinforcement details and concrete strength to permit inelastic response under major earthquakes without critical damage or collapse. The objective of this study is to provide, using an assumed building in Victoria, British Columbia, detailed description of the design procedures used by different design codes, and to compare the results obtained on the earthquake loads determination and on the reinforcement details provided to the shear walls. The NBCC-1995 and the IBC-2000 design code procedures were used to determine the earthquake design loads in Chapter 2, and the ACI318-99, the CSA-1995 and the NZS-1995 were used to design a reinforced concrete shear wall in Chapter 3. Comparative conclusions are presented Chapter 4. Generally, design of reinforced concrete shear walls using Canadian, American, and New Zealand provisions should be done based on the earthquake loads obtained from code provisions of Canada, the United States, and New Zealand, namely the comprehensive provisions of NBCC-1995/CSA23.3-94, IBC-200/ACI318-99, and NZS:3101:1995 respectively. However, it was necessary in this study to use the same loads in the different reinforced concrete shear wall design procedures in order to make comparative conclusions more effective. Therefore, the earthquake loads obtained from NBCC-1995 provisions were exclusively used to do the three different design procedures of reinforced concrete design using the code provisions of ACI318-99, CSA23.3-94, and NZS:3101:part 1:1995 respectively. The choice was based on the fact that the location of the building is in Canada. The fundamental assumptions that were made in this study include that: the building, described in Section 2.2, is be braced by reinforced concrete ductile shear wall systems, which means that the shear walls resisting system will resist 100% of the lateral forces resulting from an earthquake. The shear wall considered in the design has adequate foundation able to transmit 100% of all structural actions to the ground.
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Bin, Mohamed Zainai. "Shear strength of reinforced concrete wall-beam structures : upper-bound analysis and experiments." Thesis, University of Cambridge, 1987. https://www.repository.cam.ac.uk/handle/1810/244866.

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This study presents rigid-plastic methods of analysis of shear failure in reinforced concrete (R. C.) wall-beam type structures when subjected to in-plane loading. The upper-bound approach is emphasised. Present shear design practice (e.g. BS8110:1985) relies much upon empirical solutions, but it is inadequately Substantiated by theoretical analyses when compared with design against bending moments. Review of previous work on shear failure in R. C. beams demonstrates the need for a rational analysis approach which broadly represents the important physical characteristics and mechanics of shear failure and which can reliably predict the shear capacity. The rigorous theory of plasticity in shear which was introduced by researchers in Denmark in the early 1970's has proved successful for some limited cases. At failure, a simple kinematic rigid-plastic solution was derived for a stringer model with a straight 'yield line'. Recently, evidence has emerged that the best single yield line between two rigid wall portions may well be curved and not straight. There are different stress states in yield lines and consequently three types of yield line are identified in analysis. These findings enable us to apply for the first time combinations of yield lines to analyse shear failure mechanisms of R. C. wall-beam type structures. The principles of rigid-body plane motion are used to describe the deformations of failure mechanisms. The search for the best mechanism at failure is made automatically by computer. The model predicts reasonably well the strength and mechanism for the test results reported in literature. The model is extended to a wall-beam with openings loaded in plane. Tests were made on shallow beams without shear reinforcement and deep beams with and without web openings to study the accuracy of the fundamental calculations made by the model. The most critical mechanism predicted by the model is reasonably representative of the observed failure mechanism. The strength prediction is in substantial agreement with the experimental tests. The conclusions drawn from the study are: (1) If a correct mechanism is predicted then a rigid-plastic solution is close to the true behaviour otherwise it is an upper bound, and (2) The plastic solution of R. C. is only an approximate solution.
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Khan, Mohammad Jalil. "Nonlinear response of reinforced concrete coupling members in earthquake-resisting shear wall structures." Thesis, McGill University, 1996. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=27232.

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The influence of some important factors, such as the provision of a central reinforcement cage and longitudinal beam the shear walls, on the nonlinear seismic response of coupled shear wall structures was studied using three 1/3-scale reinforced concrete models, and reported in this thesis.
In the first specimen a central reinforcement cage was provided in the slab between the shear walls. In the second and third models this central cage was replaced by a longitudinal beam. In addition, transverse concealed beams were provided at critical wall-toe regions. The flexural capacities of the concealed transverse beams were different in the second and third specimen. All these specimens were tested under progressively increasingly relative displacements being imposed between the walls. The force-displacement characteristics, reinforcement strains and the wall deflection profiles are presented.
The results of the tests were found to be in a good agreement with those of the previous studies by Taylor (8) and by Malyszko (15). The horizontal legs of the stirrups in the central cage were found to be effective in confining the excessively cracked concrete at higher displacement ductilities. The longitudinal beam along with transverse concealed beams effectively controlled the punching shear failure at the critical wall-toe regions. The transverse concealed beams were also helpful in distributing the concentrated deformations across the width of the slab.
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Books on the topic "Reinforced concrete shear wall"

1

Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Stiffness of low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Stiffness of low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Damping in low-aspect-ratio, reinforced concrete shear walls. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1993.

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Farrar, C. R. Experimental assessment of damping in low aspect ratio, reinforced concrete shear wall structure. Washington, DC: Division of Engineering, Office of Nuclear Regulatory Research, U.S. Nuclear Regulatory Commission, 1988.

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Emara, Mohamed Basil. Shear deformations in reinforced concrete frames. Ottawa: National Library of Canada, 1990.

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Bhide, Shrinivas Balkrishna. Reinforced concrete elements in shear and tension. Toronto, Ont: University of Toronto, Dept. of Civil Engineering, 1987.

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Lai, Derek. Crack shear-slip in reinforced concrete elements. Ottawa: National Library of Canada, 2001.

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Yoichi, Yoshida. Shear reinforcement for large lightly reinforced concrete members. Ottawa: National Library of Canada, 2000.

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Book chapters on the topic "Reinforced concrete shear wall"

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Sabapathy, Y. K., V. Nithish, S. Vishnu Varadan, and K. Udhaya Prabhu. "Shear Behaviour of Concrete Wall Panels Reinforced with FRP Bars." In Lecture Notes in Civil Engineering, 257–73. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5101-7_26.

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Shil, Pijush, Shubham Singhal, Ajay Chourasia, and Ravindranatha. "Seismic Performance Assessment of Reinforced Concrete Building with Precast Shear Wall." In Lecture Notes in Civil Engineering, 95–107. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-15-9976-7_10.

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Hsu, Thomas T. C. "Shear Ductility and Energy Dissipation of Reinforced Concrete Walls." In Infrastructure Systems for Nuclear Energy, 185–202. Chichester, UK: John Wiley & Sons, Ltd, 2013. http://dx.doi.org/10.1002/9781118536254.ch12.

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Kothari, Paresh, Y. M. Parulekar, G. V. Ramarao, and G. V. Shenai. "Floor Response Spectra Generation Considering Nonlinearity of Reinforced Concrete Shear Walls." In Lecture Notes in Civil Engineering, 381–96. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8138-0_30.

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Le Nguyen, Khuong, Ba Tam Truong, and Minh Quyen Cao. "Simulation of Reinforced Concrete Short Shear Walls Subjected to Seismic Loading." In Lecture Notes in Civil Engineering, 254–62. Singapore: Springer Singapore, 2017. http://dx.doi.org/10.1007/978-981-10-6713-6_24.

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Dragan, Dan, Andre Plumier, and Hervé Degée. "Experimental Study Regarding Shear Behavior of Concrete Walls Reinforced by Multiple Steel Profiles." In High Tech Concrete: Where Technology and Engineering Meet, 1077–84. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_125.

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Dumaru, Rakesh, Hugo Rodrigues, and Humberto Varum. "Seismic Performance Assessment, Retrofitting and Loss Estimation of an Existing Non-Engineered Building in Nepal." In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 43–70. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.043.

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<p>The non-engineered building built before 2004 remained after Gorkha earthquake although such structures demonstrate seismic deficient. Therefore, the present study aims to carry out detail seismic performance of such building to investigate as-built seismic performance and its performance after intervention of retrofit measures. Two in situ tests were performed, which includes Schmidt hammer test and ambient vibration test. The adaptive pushover analysis and dynamic time history analyses were performed for as-built and retrofitted building. The retrofit measures increase the stiffness and maximum base shear capacity of the buildings. In addition, such retrofit measures improved single storey drift concentration in existing building such that uniform drift profile can be attained. Furthermore, the probability of exceeding damage states can be significantly reduced and mainly found to be more effective in minimizing higher damage states, such as partial collapse and collapse states. The maximum expected annual loss occurs between 0.1 g and 0.2 g PGA (Peak Ground Acceleration). It was revealed that the steel braced building was found to be relatively more effective in enhancing the seismic performance, whereas reinforced concrete shear wall found more economic feasible retrofit measure for this particular building.</p>
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Panagouli, O., E. Mistakidis, and K. Iordanidou. "Numerical Determination of the Seismic Strength of Reinforced Concrete Shear Walls with Fractal Cracks." In Computational Methods in Applied Sciences, 129–48. Dordrecht: Springer Netherlands, 2013. http://dx.doi.org/10.1007/978-94-007-6573-3_7.

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Rajbanshi, Soumi, Abhishek Kumar, and Kaustubh Dasgupta. "A Comparative Study of Axial Force—Bending Moment Interaction Curve for Reinforced Concrete Slender Shear Wall With Enlarged Boundary Element." In Lecture Notes in Civil Engineering, 497–503. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-26365-2_46.

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Sun, Baoyin, Quan Gu, Peizhou Zhang, and Jinping Ou. "A Practical Multi-cross-line Model for Simulating Nonlinear Cyclic Behavior of Reinforced Concrete Shear Wall in Super High-Rise Buildings." In Lecture Notes in Civil Engineering, 364–75. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-67443-8_31.

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Conference papers on the topic "Reinforced concrete shear wall"

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FAN, CHANG LIN, and SHAN YUAN ZHANG. "RIGID-PLASTIC SEISMIC DESIGN OF REINFORCED CONCRETE SHEAR WALL." In Proceedings of the 9th AEPA2008. WORLD SCIENTIFIC, 2009. http://dx.doi.org/10.1142/9789814261579_0059.

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Li, Zheng, Heng Zhou, and Li Qin. "Research on Seismic Performance of Reinforced Concrete Shear Wall Structure." In 2015 6th International Conference on Manufacturing Science and Engineering. Paris, France: Atlantis Press, 2015. http://dx.doi.org/10.2991/icmse-15.2015.10.

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Morales, Alejandro, Paola Ceresa, and Matías Hube. "SEISMIC SHEAR AND MOMENT DEMANDS IN REINFORCED CONCRETE WALL BUILDINGS." In 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2019. http://dx.doi.org/10.7712/120119.7211.20160.

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Gilles, D., and G. McClure. "In Situ Dynamic Characteristics of Reinforced Concrete Shear Wall Buildings." In Structures Congress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412367.196.

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Zhou, Junming, Y. L. Mo, Xianghong Sun, and Jie Li. "Seismic Performance of Composite Steel Plate Reinforced Concrete Shear Wall." In 12th Biennial International Conference on Engineering, Construction, and Operations in Challenging Environments; and Fourth NASA/ARO/ASCE Workshop on Granular Materials in Lunar and Martian Exploration. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41096(366)285.

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Zhao Jun, Wang Jian-qiang, and Zhang Hua-song. "Reinforcement method of reinforced concrete shear wall after normal section failure." In 2010 International Conference on Mechanic Automation and Control Engineering (MACE). IEEE, 2010. http://dx.doi.org/10.1109/mace.2010.5535994.

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Wang, Ming L. "Inelastic Analysis of Reinforced Concrete Shear Wall Structures Under Seismic Excitation." In ASME 1993 Design Technical Conferences. American Society of Mechanical Engineers, 1993. http://dx.doi.org/10.1115/detc1993-0271.

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Abstract During strong ground motions, members of reinforced concrete structures undergo cyclic deformations and experience permanent damage. Members may lose their initial stiffness as well as strength. Recently, Los Alamos National Laboratory has performed experiments on scale models of shear wall structures subjected to recorded earthquake signals. In general, the results indicated that the measured structural stiffness decreased with increased levels of excitation in the linear response region. Furthermore, a significant reduction in strength as well as in stiffness was also observed in the inelastic range. Since the in-structure floor response spectra, which are used to design and qualify safety equipment, have been based on calculated structural stiffness and frequencies, it is possible that certain safety equipment could experience greater seismic loads than specified for qualification due to stiffness reduction. In this research, a hysteresis model based on the concept of accumulated damage has been developed to account for this stiffness degradation both in the linear and inelastic ranges. Single and three degrees of freedom seismic Category I structures were analyzed and compared with equivalent linear stiffness degradation models in terms of maximum displacement responses, permanent displacement, and floor response spectra. The results indicate significant differences in responses between the hysteresis model and equivalent linear stiffness degradation models. The hysteresis model is recommended in the analysis of reinforced concrete shear-wall structures to obtain the in-structure floor response spectra for equipment qualification. Results of both cumulative and one shot tests are compared.
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Si, Lin Jun, Guo Qiang Li, and Fei Fei Sun. "Ductility Calculation of Reinforced Concrete Shear Walls." In 7th International Conference on Tall Buildings. Singapore: Research Publishing Services, 2009. http://dx.doi.org/10.3850/9789628014194_0015.

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Sivaguru, V. "Behaviour of reinforced concrete squat shear walls with utility openings." In 10th International Conference on Fracture Mechanics of Concrete and Concrete Structures. IA-FraMCoS, 2019. http://dx.doi.org/10.21012/fc10.235488.

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DENG, MINGKE, XINGWEN LIANG, and QINGSHAN LIU. "RESEARCH ON CALCULATING METHODS OF STOREY DRIFT FOR REINFORCED CONCRETE SHEAR WALL STRUCTURES." In Tall Buildings from Engineering to Sustainability - Sixth International Conference on Tall Buildings, Mini Symposium on Sustainable Cities, Mini Symposium on Planning, Design and Socio-Economic Aspects of Tall Residential Living Environment. WORLD SCIENTIFIC, 2005. http://dx.doi.org/10.1142/9789812701480_0121.

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Reports on the topic "Reinforced concrete shear wall"

1

McKinley, Leo D. Reinforced Concrete Wall Form Design Program. Fort Belvoir, VA: Defense Technical Information Center, August 1992. http://dx.doi.org/10.21236/ada258504.

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Brady, Pamalee A., and Orange S. Marshall. Shear Strengthening of Reinforced Concrete Beams Using Fiber-Reinforced Polymer Wraps. Fort Belvoir, VA: Defense Technical Information Center, October 1998. http://dx.doi.org/10.21236/ada359462.

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Grimes, Hartley Ray. The Longitudinal Shear Behavior of Carbon Fiber Grid Reinforced Concrete Toppings. Precast/Prestressed Concrete Institute, 2009. http://dx.doi.org/10.15554/pci.rr.comp-010.

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Higgins, Christopher. Environmental Durability of Reinforced Concrete Deck Girders Strengthened for Shear with Surface Bonded Carbon Fiber-Reinforced Polymer. Portland State University Library, May 2009. http://dx.doi.org/10.15760/trec.21.

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Hariri-Ardebili, Mohammad, Victor Saouma, and Yann Le Pape. Effect of Alkali-Silica Reaction on Shear Strength of Reinforced Concrete Structural Members. Office of Scientific and Technical Information (OSTI), October 2015. http://dx.doi.org/10.2172/1393807.

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Higgins, Christopher. Environmental Durability of Reinforced Concrete Deck Girders Strengthened for Shear with Surface-Bonded Carbon Fiber-Reinforced Polymer: Final Report. Portland State University Library, May 2009. http://dx.doi.org/10.15760/trec.86.

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Girrens, S. P., and C. R. Farrar. Experimental assessment of air permeability in a concrete shear wall subjected to simulated seismic loading. Office of Scientific and Technical Information (OSTI), July 1991. http://dx.doi.org/10.2172/5528280.

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Ebeling, Robert, and Barry White. Load and resistance factors for earth retaining, reinforced concrete hydraulic structures based on a reliability index (β) derived from the Probability of Unsatisfactory Performance (PUP) : phase 2 study. Engineer Research and Development Center (U.S.), March 2021. http://dx.doi.org/10.21079/11681/39881.

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This technical report documents the second of a two-phase research and development (R&D) study in support of the development of a combined Load and Resistance Factor Design (LRFD) methodology that accommodates geotechnical as well as structural design limit states for design of the U.S. Army Corps of Engineers (USACE) reinforced concrete, hydraulic navigation structures. To this end, this R&D effort extends reliability procedures that have been developed for other non-USACE structural systems to encompass USACE hydraulic structures. Many of these reinforced concrete, hydraulic structures are founded on and/or retain earth or are buttressed by an earthen feature. Consequently, the design of many of these hydraulic structures involves significant soil structure interaction. Development of the required reliability and corresponding LRFD procedures has been lagging in the geotechnical topic area as compared to those for structural limit state considerations and have therefore been the focus of this second-phase R&D effort. Design of an example T-Wall hydraulic structure involves consideration of five geotechnical and structural limit states. New numerical procedures have been developed for precise multiple limit state reliability calculations and for complete LRFD analysis of this example T-Wall reinforced concrete, hydraulic structure.
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Post-Tensioned Concrete Shear Wall. Purdue University, 2015. http://dx.doi.org/10.5703/1288284315718.

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STRESS RESPONSE AND INITIAL STIFFNESS OF SIDE PLATE CONNECTIONS TO WCFT COLUMNS. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.9.

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To study the mechanism of load transfer in double-side-plate connections between I-beams and wall-type concrete-filled steel tubular columns, a pseudo-static experiment and finite element analysis were conducted for two full-scaled specimens. The results revealed that the primary load was transmitted along an S-shaped path in the side plate, and the primary strain occurred in an X-shaped region between the left and right steel beam flanges. The shear force in the steel beam web was transmitted first to the side plate centre and then to the joint area, where the side plate, steel tube web, and concrete all resisted the internal force. Based on principal component methods, a calculation formula was established for initial rotational stiffness that comprehensively considers the influence of the tensions, compression, and shear deformation of the cover plate, side plate, and web. Comparing this formula with an existing model showed that the proposed formula is suitable for new types of side plate joints. Moreover, it can accurately calculate the initial rotational stiffness of the joint, thus providing a reliable basis for future engineering design.
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