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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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Khan, Jalil Mohammad. "Nonlinear response of reinforced concrete coupling members in earthquake-resisting shear wall structures." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/mq29605.pdf.
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Comlekoglu, Hakki Gurhan. "Effect Of Shear Walls On The Behavior Of Reinforced Concrete Buildings Under Earthquake Loading." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12611277/index.pdf.
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An analytical study was performed to evaluate the effect of shear wall ratio on the dynamic behavior of mid-rise reinforced concrete structures. The primary aim of this study is to examine the influence of shear wall area to floor area ratio on the dynamic performance of a building. Besides, the effect of shear wall configuration and area of existing columns on the seismic performance of the buildings were also investigated. For this purpose, twenty four mid-rise building models that have five and eight stories and shear wall ratios ranging between 0.51 and 2.17 percent in both directions were generated. These building models were examined by carrying out nonlinear time-history analyses using PERFORM 3D. The analytical model used in this study was verified by comparing the analytical results with the experimental results of a full-scale seven-story reinforced concrete shear wall building that was tested for U.S.-Japan Cooperative Research Program in 1981. In the analyses, seven different ground motion time histories were used and obtained data was averaged and utilized in the evaluation of the seismic performance. Main parameters affecting the overall performance were taken as roof and interstory drifts, their distribution throughout the
structure and the base shear characteristics. The analytical results indicated that at least 1.0 percent shear wall ratio should be provided in the design of mid-rise buildings, in order to control observed drift. In additionwhen the shear wall ratio increased beyond 1.5 percent, it was observed that the improvement of the seismic performance is not as significant.
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Layssi, Hamed. "Seismic retrofit of deficient reinforced concrete shear walls." Thesis, McGill University, 2013. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=119578.
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This research describes an experimental and analytical investigation to evaluate the seismic performance of poorly designed and detailed reinforced concrete (RC) flexural shear walls both in their as-built conditions and after being retrofitted. Older shear walls have several deficiencies which make them vulnerable in case of moderate to severe earthquakes. Full-scale shear wall specimens were constructed and tested under reversed cyclic loading. Two different techniques were chosen to retrofit the deficient walls in order to improve the overall performance. A retrofit technique using Carbon Fibre Reinforced Polymer (CFRP), having minimum intervention, was studied to determine the seismic performance. A more labour-intensive repair technique, including the addition of a reinforced concrete jacket in the critical region (location of potential plastic hinging and lap splices of vertical bars) together with CFRP wrapping was also studied. The responses obtained from experiments were used to develop behavioural models, capable of representing the global responses of the walls, as well as critical failure modes observed in the experiments. These models provide useful tools for predicting the complete reversed cyclic loading responses of shear walls. The analytical models were used to predict the responses of a deficient prototype wall-frame structure in its original condition as well as after retrofit, subjected to different seismic hazard levels. This study enabled an evaluation of the performance of the prototype structure to determine the effectiveness of retrofit and repair measures.Cette recherche présente une étude expérimentale et analytique pour évaluer la performance sismique des murs des contreventements déficients avant et après réhabilitation sismique. Les murs représentent la construction typicalité des 1960's et ils sont plusieurs déficiences. Les murs à grande échelle ont été construits et soumises à des charges cycliques alternées. Deux techniques différentes ont été choisies et examiné pour la réhabilitation sismique des murs déficients. Une méthode de dimensionnement de réhabilitation sismique, avec l'intervention minimale, utilisant de polymères renforcés de fibres de carbone (PRFC). La deuxième technique compris l'ajout d'une chemises en béton armé (renforcés de fibres d'acier et des armatures) dans la région critique (la région de rotule plastique potentielle et du chevauchement des armatures verticales), accompagnée PRFC pour l'amélioration résistance cisaillement de murs. Les réponses obtenues à partir d'expériences fournissent des informations importantes sur les caractéristiques des murs des contreventements qui peuvent être utilisées pour développer modèles comportementaux et calibrer des techniques de prédictions numériques. Ces modèles sont capables de représenter les réponses globales des murs. Les modèles numérique ont été utilisés pour prédire les réponses d'un vieux bâtiment (ossatures résistantes au moment munies de murs de contreventement) de cinq étages en béton armé dimensionne selon le code 1963 de l'ACI ((American Concrete Institute) et Code national du bâtiment 1965 du Canada (CNBC), et pourrait être vulnérables lors de séismes forts ou même modères. Le bâtiment est analyse (statique pushover et l'analyse dynamique de l'historique temporel) dans le régime non-linéaire avant et après réhabilitation séismique des murs.
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Chemlali, Alexander, and Rickard Norberg. "Shear cracks in reinforced concrete in serviceability limit state." Thesis, KTH, Betongbyggnad, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-169591.
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Shear cracks are formed when high oblique tensile stresses, e.g. in thin webs, exceed the tensile strength. A known example of this phenomenon is the extensive shear cracks that were found on the box-girder bridges Gröndal and Alvik, which were mainly caused by insufficient amount of shear reinforcement. In order to avoid this incident (inadequate amount of shear reinforcement), the reinforcement stress is often being assumed as a ultimate limit load in order to fulfill requirements regarding crack control in the service-ability limit state (SLS). This method has led to a overestimation of the reinforcement amount in bridge-design. The aim of this master thesis is therefor to study the shear crack phenomenon and investigate if the amount of shear reinforcement in bridges can be reduced. The first part of this thesis studies the shear cracking behavior in concrete in a plane stress state, while the second part focus how design standards as well as manuals treats shear cracks. Shear cracking in the reinforced concrete panels has been studied with non-linear finite element analysis and compared to experimental testings performed by the University of Toronto. Three different loading conditions for the panels has been analyzed: pureshear, compression or tension combined with shear. The panels are to represent parts of a web in a box-girder bridge that are subjected to in-plane stresses. The non-linear finite element analysis was performed in the FE-program Atena where mainly the crack propagation and crack pattern were studied. The material model in Atena is a smeared crack model with either fixed or rotated crack direction. The panel analysis, in SLS, gave various results. For loading conditions pure shear and tension/shear, the response of the FE-analysis gave a similar result regarding crack pattern but differed in size of crack width. For compression/shear, only micro-cracks developed and did not reflect the result from the real panel tests. This may be the consequence of a too stiff FE-model and the fact that, in the real tests, some cracks occurred due to out-of-plane bending. With methods described in Eurocode 2 and the Swedish handbook for EC2, a shear crack calculation model was created in order to determine the reinforcement stress and crack width. As a reference for the shear crack calculations, a wing structure (1 m strip) has been used which is part of a railway bridge located in Abisko. These calculations were done in order to investigate if the amount of shear reinforcement could be reduced and at the same time fulfill crack control demands in SLS. The bridge department at Tyréns AB concluded, according to a truss model, that the wing section should be reinforced with a amount of 14.1 cm2/m2 while our model showed that the crack width demand could be fulfilled with a equivalent amount of 9.82 cm2/m2, i.e. a reduction around 30%.
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Tu, Jianhua. "P-Delta effects on the inelastic seismic response of reinforced concrete shear wall buildings." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape4/PQDD_0020/MQ53605.pdf.
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Ho, Yin Bon. "Enhancing the ductility of non-seismically designed reinforced concrete shear walls /." View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20HO.
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Pilakoutas, Kypros. "Earthquake resistant design of reinforced concrete walls." Thesis, Imperial College London, 1990. http://hdl.handle.net/10044/1/7215.
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Mercer, Stephen Sterling. "Nonlinear shear response of cantilever reinforced concrete shear walls with floor slabs." Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/42164.
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The nonlinear shear behaviour of cantilever reinforced concrete shear walls is complex and not fully understood. Design assumptions often oversimplify the wall response and can yield results which do not reflect the true response of the shear wall. One such assumption is analyzing the wall ignoring the effects from multiple floor slabs connected to the wall over its height. Floor slabs can provide a significant increase in wall shear capacity. This thesis examines the nonlinear shear response of walls, including the effect of floor slabs as a wall-slab system, through state-of-the-art nonlinear finite element analysis. Finite element slab models were developed to emulate the 3D slab effect within a 2D analysis environment: a high-end pseudo 3D model for in-depth slab analysis and a simple 2D slab layer model for typical wall analysis. The slab effects are explored through a parametric study varying the wall size, concrete strength, axial load, horizontal steel ratio and the slab dimensions parallel and perpendicular to the wall. The slabs were found to act like large external stirrups which provide additional tension capacity for the slab and limit shear cracking and failure. The slabs can significantly increase the shear capacity of lightly-reinforced walls. Using the developed slab models, the bounds of the slab effect were investigated by a parametric study with lightly to heavily-reinforced walls, with and without axial load, as well as varying the slab spacing. Within this study, the nonlinear response of isolated walls is compared to nonlinear uniformly-loaded membrane models. It is determined that although code-based shear capacity equations are fairly accurate, the membrane models can underestimate the shear stiffness and over predict the ductility. This study also reveals that tightly spaced slabs can increase up to 3 times the isolated wall capacity for walls with minimum horizontal steel, whereas there is little effect for walls with horizontal steel above 1%. Finally, methods were developed to predict the nonlinear shear stress-strain response of isolated walls and the peak shear capacity of wall-slab systems.
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Marsono, A. K. "Reinforced concrete shear walls with regular and staggered openings." Thesis, University of Dundee, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.498040.
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Wong, Sze-man, and 黃思敏. "Seismic performance of reinforced concrete wall structures under high axial load with particular application to low-to moderate seismicregions." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2005. http://hub.hku.hk/bib/B34739531.
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Navidpour, Mansour. "Reinforced Concrete Shear Walls with Welded Wire Grids as Boundary Element Transverse Reinforcement." Thesis, Université d'Ottawa / University of Ottawa, 2018. http://hdl.handle.net/10393/37702.
Full textAbstract:
Reinforced concrete shear walls as seismic force resisting systems may experience inelastic deformations if subjected to strong seismic excitations. These walls are designed to provide strength, stiffness, energy dissipation capacity and lateral drift control for seismic resistance. Shear wall deformability is largely dependent on adequate confinement of core concrete in boundary elements, prevention of longitudinal bar buckling, as well as proper design and detailing of the web section.
Conventional transverse reinforcement placed in shear wall boundary elements consists of hoops, overlapping hoops and crossties, based on the geometry and number of longitudinal bars used. The confinement steel requirement of current building codes (ACI 318 or CSA A23.3) often results in congestion of steel cage due to the high transverse reinforcement ratio required. Placing multiple hoops with 135-degree bends combined with crossties to satisfy the code confinement requirements can create concrete placement and construction problems. In addition, the required time to assemble conventional steel cages with multiple individual ties per spacing can be time consuming, potentially impacting the overall cost and duration of construction.
Welded Wire Reinforcement (WWR) is available in the construction industry as concrete reinforcement in the form of welded wire fabric (WWF) manufactured from relatively small diameter wires in comparison to the bar sizes typically used in structural applications. As an alternative to using conventional transverse hoops, prefabricated WWR grids can be used to provide required transverse reinforcement in boundary elements. WWR grids are manufactured using robots to weld cut steel pieces accurately before they are shipped to the job site, resulting in better construction quality and reduced construction time. However, research on the use of WWR is limited in the literature. Further experimental and analytical research is needed to establish design requirements for such reinforcement, especially when used in earthquake resistant construction with requirements for ductile response.
The current research project, involved three main phases; i) tests of 3 large-scale reinforced concrete shear walls with WWR grids used as boundary element transverse reinforcement, ii) material tests of grid samples, including those cast in concrete, iii) non-linear finite element analysis. The wall tests were conducted under slowly-applied lateral deformation reversals to investigate their strength and ductility for suitability as seismic resistant structural elements. Material tests were conducted to have a better understanding of WWR behavior, especially their weld capacity. Analytical research was undertaken to expand the experimental findings on shear wall behavior, as well as to conduct parametric investigation to understand the impact of changes in grid strength and ductility.
The results indicated that WWR grids can be used as boundary element transverse reinforcement in earthquake resistant shear wall. However, strength and ductility of grids should be established carefully prior to such application. Design strength of WWR grids should be established through burst tests to ensure ductile yielding of wire reinforcement prior to premature weld failure. Those grids that exhibit weld failures may be used with reduced design strength to permit the development of sufficient inelastic deformability in flexure-dominant shear walls.
22
Mjelde, Jon Zachery. "Performance of lap splices in concrete masonry shear walls." Online access for everyone, 2008. http://www.dissertations.wsu.edu/Thesis/Spring2008/Jon_Mjelde.042508.pdf.
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Mohamed, Nayera Ahmed Abdel-Raheem. "Strength and drift capacity of GFRP-reinforced concrete shear walls." Thèse, Université de Sherbrooke, 2013. http://hdl.handle.net/11143/6136.
Full textAbstract:
With the rise in constructing using FRP reinforcement, owing to corrosion problems in steel-reinforced structures, there is a need for a system to resist lateral loads induced from wind and earthquake loads. The present study addressed the applicability of reinforced-concrete shear walls totally reinforced with glass-fiber-reinforced polymer (GFRP) bars to attain reasonable strength and drift requirements as specified in different codes. Four large-scale shear walls - one reinforced with steel bars (as reference specimen) and three totally reinforced with GFRP bars - were constructed and tested to failure under quasi-static reversed cyclic lateral loading. The GFRP-reinforced walls had different aspect ratios covering the range of medium-rise walls. The reported test results clearly showed that properly designed and detailed GFRPreinforced walls could reach their flexural capacities with no strength degradation, and that shear, sliding shear, and anchorage failures were not major problems and could be effectively controlled. The results also showed recoverable and self-centering behavior up to allowable drift limits before moderate damage occurred and achieved a maximum drift meeting the limitation of most building codes. Acceptable levels of energy dissipation accompanied by relatively small residual forces, compared to the steel-reinforced shear wall, were observed. Finite element simulation was conducted and the analyses captured the main features of behavior. Interaction of flexural and shear deformations of the tested shear walls was investigated. It was found that relying on the diagonal transducers tended to overestimate shear distortions by 30% to 50%. Correcting the results based on the use of vertical transducers was assessed and found to produce consistent results. Decoupling the flexural and shear deformations was discussed. Using GFRP bars as elastic material gave uniform distribution of shear strains along the shear region, resulting in shear deformation ranging from 15 to 20% of total deformation. The yielding of the steel bars intensified the shear strains at the yielding location, causing significant degradation in shear deformation ranging from 2 to 40% of total deformation. The results obtained demonstrated significantly high utilization levels of such shear wall type, therefore, primary guidelines for seismic design of GFRP-reinforced shear wall in moderate earthquakes regions was presented, as no design guidelines for lateral load resistance for GFRP-reinforced walls are available in codes. The ultimate limit state was addressed by providing strength capacity that limit ductility demand to their safe flexural displacement capacity. The strength demands were derived from ground motion spectra using modification factors that depend on both the strength and energy absorption of the structure. Deformation capacity was derived by proposing new definitions for elastic (virtual yield) displacement and maximum allowable displacement. Strength modification factor was proposed based on the test results. The occurrence of "virtual plastic hinge" for GFRP-reinforced shear walls was described providing new definitions convenient with the behavior of the GFRP-reinforced shear walls. "Virtual plastic hinge" length was estimated based on observations and calculations. Subsequently, the experimental results were used to justify the proposed design procedure. The promising results could provide impetus for constructing shear walls reinforced with GFRP bars and constitute a step toward using GFRP reinforcement in such lateral-resisting systems.
24
Richardson, B. W. "The finite element analysis of reinforced concrete coupled shear walls." Master's thesis, University of Cape Town, 1987. http://hdl.handle.net/11427/8306.
Full textAbstract:
Includes bibliographical references.This thesis is entitled 'The Finite Element Analysis of Reinforced Concrete Coupled Shear Walls', and contains an investigation_ into the use of the finite element analysis technique in predicting the behaviour of these structures. The increasing accessibility of fast, powerful computers to the practising engineer, has given him the capability of performing complex analyses of structures in which the behaviour of the material can be approximated to its actual behaviour.
25
Lopes, Mario Manuel Paisana dos Santos. "Seismic behaviour of reinforced concrete walls with low shear ratio." Thesis, Imperial College London, 1991. http://hdl.handle.net/10044/1/8058.
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Susoy, Melih. "Seismic Strengthening Of Masonry Infilled Reinforced Concrete Frames With Precast Concrete Panels." Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12605563/index.pdf.
Full textAbstract:
Over 90% of the land area of Turkey lies over one of the most active seismic zones in the world. Hazardous earthquakes frequently occur and cause heavy damage to the economy of the country as well as human lives. Unfortunately, the majority of buildings in Turkey do not have enough seismic resistance capacity. The most commonly observed problems are faulty system configuration, insufficient lateral stiffness, improper detailing, poor material quality and mistakes during construction. Strengthening of R/C framed structures by using cast-in-place R/C infills leads to a huge construction work and is time consuming. On the other hand, using prefabricated panel infills can be preferred as a more feasible, rapid and easy technique during which the structure can remain operational.
The aim of this experimental study is to observe the seismic behavior of R/C frames strengthened by precast concrete panel infills by testing different types of panel and connection designs in eight single-story single-bay reinforced concrete
frame specimens.
27
Lim, Albert Kee Wah. "Non-linear response of reinforced concrete coupling slab with drop panel in earthquake-resisting shear wall structures." Thesis, McGill University, 1989. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=55618.
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Barnes, Alex. "A collapse study of a lightly reinforced concrete shear wall building during the February 22, 2011 Christchurch earthquake." Thesis, University of British Columbia, 2014. http://hdl.handle.net/2429/46010.
Full textAbstract:
The Canterbury earthquake sequence in New Zealand started with the September 2010 earthquake, followed by large aftershock events throughout the following year. This sequence displayed the vulnerability of lightly reinforced concrete buildings built prior to 1980; specifically, the Pyne Gould Corporation (PGC) building, which collapsed during the February 22, 2011 event in Christchurch, New Zealand. PGC was a lightly reinforced concrete shear wall building with an exterior gravity frame built in 1964. A previous seismic study by Beca Carter Hollings and Ferner (Beca) of PGC was prepared for the Canterbury Earthquake Royal Commission and concluded flexural failure of the shear core governed the collapse. Failure initiated by rupture of the reinforcement in the west wall flange, followed by crushing of the east wall flange, leading to an increase in deformation demand on the building causing the exterior frame to lose its vertical-load-carrying capability.
A seismic performance study and collapse analysis was performed on PGC during the September and February earthquakes. The study focuses on the vulnerabilities of the shear core and the exterior gravity frame, as well as the torsion irregularity and how it may have contributed to the collapse. Two comprehensive nonlinear models, a fiber element model and a multiple-vertical-line-element model were used to simulate the September and February earthquakes within the computer software OpenSees. Non-linear time history analyses were performed to determine the primary cause of failure, how the gravity frame lost its vertical-load-carrying capacity and how the torsional irregularity affected the seismic response.
The analysis concluded failure of the core walls was likely initiated by shear failure in the highly perforated wall at the north end of the core. This conclusion is consistent with the observation of sizable diagonal cracks in the third story of the north wall, indicating possible shear failure. By comparing multiple configurations the analysis concluded the location of the core had minimal influence on the collapse. This is consistent with the post collapse photos of the floor slabs indicating minimal plan rotation. Post-processing indicated the exterior gravity frame was governed by joint shear failure causing the frame to fail in a sidesway mechanism.
29
Cortés, Puentes Wilmar Leonardo. "Seismic Retrofit of Squat Reinforced Concrete Shear Walls Using Shape Memory Alloys." Thesis, Université d'Ottawa / University of Ottawa, 2017. http://hdl.handle.net/10393/36167.
Full textAbstract:
Squat reinforced concrete shear walls are stiff structural elements incorporated in buildings and other structures and are capable of resisting large seismic demands. However, when not properly designed, they are prone to shear-related brittle failure. To improve the seismic behaviour of these structural elements, a retrofitting bracing system incorporating superelastic Shape Memory Alloys (SMAs) was developed. Superelastic Shape Memory Alloys (SMAs) are smart materials with the ability to sustain and recover large pseudo-plastic deformations while dissipating energy. The SMA bracing system consists of tension-only SMA links coupled with rigid steel elements. The SMA links were designed to sustain and recover the elongation experienced by the bracing system, while the steel elements were designed to sustain negligible elastic elongations.
The SMA bracing system was installed on third-scale, 2000 mm × 2000 mm, shear walls, which were tested to failure under incremental reverse cyclic loading. The experimental results demonstrated that the tension-only SMA braces improve the seismic response of squat reinforced concrete walls. The retrofitted walls experienced higher strength, greater energy dissipation, and less permanent deformation. The re-centering properties of the SMA contributed to the reduction of pinching in the hysteretic response due mainly to the clamping action of the SMA bracings while recovering their original length. The walls were numerically simulated with the nonlinear finite element program VecTor2. The numerical simulations accurately captured the hysteretic response of both the original and the retrofitted walls. A parametric study was conducted to assess the effect of axial loading and size of the SMA braces.
30
Gunel, Orhun Ahmet. "Influence Of The Shear Wall Area To Floor Area Ratio On The Seismic Performance Of Existing Reinforced Concrete Buildings." Master's thesis, METU, 2013. http://etd.lib.metu.edu.tr/upload/12615678/index.pdf.
Full textAbstract:
An analytical study is performed to evaluate the influence of shear wall area to floor area ratio on the behavior of existing mid-rise reinforced concrete buildings under earthquake loading. The seismic performance of five existing school buildings with shear wall ratios between 0.00% and 2.50% in both longitudinal and transverse directions and their strengthened counterparts are evaluated. Based on the structural properties of the existing buildings, additional buildings with varying shear wall ratios are designed. Consequently, twenty four buildings with different floor plans, number of stories, cross-sectional properties of the members and material strengths are acquired. Nonlinear time-history analyses are performed for all buildings by utilizing the software program, SAP2000 v14.2.0. under seven different ground motion records. The results indicated that roof drifts and plastic deformations reduce with increasing shear wall ratios, but the rate of decrease is lower for higher shear wall ratios. Buildings with 1.00% shear wall ratio have significantly lower roof drifts and plastic deformations when compared to buildings with 0.00% or 0.50% shear wall ratio. Roof drifts and plastic deformations are minimized when the shear wall ratio is increased to 1.50%. After this limit, addition of shear walls has only a slight effect on the seismic performance of the analyzed buildings.
31
TUNC, GOKHAN. "RC/COMPOSITE WALL-STEEL FRAME HYBRID BUILDINGS WITH CONNECTIONS AND SYSTEM BEHAVIOR." University of Cincinnati / OhioLINK, 2002. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1020441384.
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Zaidi, Mohammed. "Experimental Testing and Reliability Analysis of Repaired SMA and Steel Reinforced Shear Walls." Thesis, Université d'Ottawa / University of Ottawa, 2016. http://hdl.handle.net/10393/35357.
Full textAbstract:
Superelastic Shape Memory Alloys (SMAs) are being explored as alternative reinforcing materials to traditional deformed steel reinforcement for seismic applications. The main advantage is the ability of the SMA to recover large nonlinear strains, which promotes the self-centering phenomenon. The primary objective of this research is to present the performance, before and after repair, of slender reinforced concrete shear walls, one reinforced internally with SMAs in the boundary zones within the plastic hinge region and other control wall reinforced with conventional steel only. The repair procedure included removal of damaged concrete within the plastic hinge region, replacing fractured and buckled reinforcement, followed by shortening of the SMA reinforcement in the boundary zones of SMA wall. The removed concrete was replaced with self-consolidating concrete, while the concrete above the plastic hinge region remained intact.
The SMA reinforced concrete shear wall (before and after repair) exhibited stable hysteretic response with significant strength, and displacement and energy dissipation capacities. In addition, the walls exhibited pinching in the hysteretic response as a result of minimizing the residual displacements due to the restoring capacity of the SMA reinforcement. The results demonstrate that SMA reinforced components are self-centering, permitting repairing of damaged areas. Furthermore, the SMA reinforcement is re-usable given its capacity to reset to its original state. The length of the SMA bars in the original and repaired wall, in addition to the presence of starter bars in the original wall, were significant factors in the location of failure of the walls.
The conventional steel wall prior to repair was unstable due to large residual displacements experienced during the original test. After repair the wall exhibited ratcheting in hysteretic response but with significant strength. The conventional wall, before and after repair, dissipated more energy than the SMA wall. This was the result of the wider hysteretic loops with reduced punching, but at the cost of large residual displacements. The starter bars in the conventional wall before repair controlled the location of failure, while the presence of couplers in the plastic hinge region was the main factor in determining the failure location in the repaired conventional wall.
33
Navidpour, Nasir. "Non-linear finite element analysis and parametric investigation of low-rise reinforced concrete shear walls." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape4/PQDD_0021/MQ48172.pdf.
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Seckiner, Soner. "Parametric Analysis Of Inelastic Interaction In Frame-wall Structural Systems." Master's thesis, METU, 2011. http://etd.lib.metu.edu.tr/upload/12613654/index.pdf.
Full textAbstract:
The purpose of this thesis is to investigate the inelastic action in the reinforced concrete frame-wall structures analytically and with that analysis to follow the plastic formation of the structure. For this purpose, six mid-rise reinforced concrete buildings with frame-wall are modeled and analyzed to understand the effect of the height and base shear force ratio of the wall on the nonlinear interaction between reinforced concrete wall and frame members under static lateral loads and ground motion excitations. The parametric analysis is conducted by assuming planar response of the buildings under loadings.
The buildings are generated considering the limit design concept suggested by Turkish Earthquake Code 2007 and Turkish Standards TS500, and the frame-wall members are modeled by using spread plasticity elements and fiber discretization of sections. In the analysis stage, each element section is divided into confined and unconfined regions for detailed modeling of the building by using OpenSEES nonlinear finite element program. Two dimensional analyses are conducted under static and dynamic loadings. For static pushover analyses, three different lateral load cases (Triangular, Uniform and First-Mode Lateral Load Patterns) are considered. For dynamic analyses, eight different ground motions are used. These ground motions are scaled to the corresponding design response spectrum suggested by Turkish Earthquake Code 2007 by using RSPMATCH program. Using the result of the complex and simplified analyses, inter-story drift ratios, plastic rotations and internal force distributions of the buildings are investigated.
35
Moschetti, Lorenzo. "Parametric Sensitivity Study of Shear-Flexure Interaction Modeling for Reinforced Concrete Structural Walls under Cyclic Loading." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.
Find full textAbstract:
In order to predict the inelastic hysteretic behavior of reinforced concrete (RC) structural walls under lateral cyclic loading, robust and reliable numerical tools are required. The Shear-Flexure-Interaction Multiple-Vertical-Line-Element-Model (SFI-MVLEM) proposed by Kolozvari et al. (2015) incorporates important material characteristics and behavioral response features, therefore it promises excellent capabilities. In reference to the SFI-MVLEM approach, this study investigates the global response (i.e. lateral load versus lateral top displacement) sensitivity to some input parameters, in order to evaluate which input parameters are influential and which ones are not. Seven RC structural wall specimens with a moderate aspect ratio are considered for the parametric sensitivity study. The predicted load-displacement responses are compared with the experimental ones, in order to assess variations in analytical responses. The input parameters here analyzed are the number of SFI-MVLEM elements used for the wall discretization, the concrete tensile strength, the dowel stiffness coefficient for steel reinforcing bars, and the cracks closure mechanism.
The study shows that the number of SFI-MVLEM elements does not affect the predicted global response, while the concrete tensile strength and the dowel stiffness coefficient for steel reinforcing bars affect the simulated global response in terms of both lateral load capacity and energy capacity dissipation. In addition, the study indicates that the assumption of sudden crack closure provides more accurate results in terms of energy capacity dissipation than the assumption of gradual cracks closure.
36
Lombard, Josh Christopher. "Seismic strengthening and repair of reinforced concrete shear walls using externally bonded carbon fibre tow sheets." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1999. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape8/PQDD_0020/MQ48452.pdf.
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Lombard, Josh Christopher Carleton University Dissertation Engineering Civil and Environmental. "Seismic strengthening and repair of reinforced concrete shear walls using externally bonded carbon fibre tow sheets." Ottawa, 1999.
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Fatemi, Hassan. "Investigation of the higher mode effects on the dynamic behaviour of reinforced concrete shear walls through a pseudo-dynamic hybrid test." Thèse, Université de Sherbrooke, 2017. http://hdl.handle.net/11143/11221.
Full textAbstract:
La plupart des bâtiments de moyenne et grande hauteur en béton armé sont munis de murs
de refend ductiles afin résister aux charges latérales dues au vent et aux séismes. Les murs de
refend ductiles sont conçus selon des règles conception stricts. Ces murs sont généralement
conçus de façon à forcer la formation d’une rotule plastique à leur base dans l’éventualité d’un
séismemajeur. Lors de la conception d’un mur, l’enveloppe des moments fléchissants ainsi que
l’enveloppe des efforts tranchants dans la portion du mur situé au-dessus de la rotule plastique
sont basés sur la résistance probable en flexion du mur dans la région de la rotule plastique.
Plusieurs études sur les murs de refend conçus selon cette philosophie de conception on fait le
constat que l’effort tranchant maximum dans un mur peut être sous-estimé lors d’un séisme,
et que des rotules plastiques peuvent également se former à d’autres endroits qu’à la base
du mur, ce qui constitue un mécanisme de ruine indésirable. Ces effets sont principalement
attribuables à la contribution des modes supérieures à la réponse dynamique globale des bâtiments
lors d’un séisme. L’effet des modes supérieurs est particulièrement important dans les
bâtiments élancés de grande hauteur ayant une période propre de vibration longue.
L’essai pseudo-dynamique avec sous-structure est uneméthode efficace et économique d’évaluer
expérimentalement l’effet des modes supérieurs sur le comportement sismique des murs de
refend dans les bâtiments. Lors de tels essais, comme la masse du bâtiment est modélisée
numériquement, ceci permet de tester des structures à de relativement grandes échelles sans
avoir à combattremécaniquement les forces d’inerties générées lors d’un séisme. Dans le cadre
de la présente étude, la portion constituant la base d’un mur de refend correspondant à la zone
de rotule plastique faisant partie d’un bâtiment de huit étages à l’échelle 1/2,75 a été testé. Les
dimensions générales de la portion de mur testée étaient de 1800 mm de longueur, par 2200 mm
de hauteur par 160 mm d’épaisseur. Le mur étudié a été conçu selon l’édition 2015 du Code
National du Bâtiment du Canada (CNBC 2015) ainsi que selon la norme CSA A23.3-14 (Calcul
des ouvrages en béton), où le facteur d’amplification de l’effort tranchant causé par l’effet des
modes supérieurs n’a pas été pris en compte.
Lors des essais pseudo-dynamiques avec sous-structure, une nouvelle méthode de contrôle à
trois degrés de liberté convenant à des spécimens d’essai très rigides axialement a été développée
et validée. Une procédure novatrice de redémarrage d’un essai interrompu en cours de
route a également été développée et validée. Lors des essais, le bâtiment de huit étages incluant
la portion de mur dans le laboratoire a été soumis à trois séismes. Le premier séisme était
de très faible intensité, l’intensité du deuxième séisme correspondait au séisme de conception,
et le troisième séisme correspondait au séisme de conception dont l’intensité a été doublé. Durant
les deux séismes de forte intensité, le mur testé s’est comporté de manière ductile et des
fissures de cisaillement et de flexion importantes ont été observées. Même si l’effort tranchant
maximum mesuré durant le séisme de conception a atteint 2,16 fois la valeur de conception
du mur, et 3,01 fois la valeur de conception du mur dans le cas du séisme amplifié, aucun mécanisme
de ruine n’a été observé. Suite aux essais pseudo-dynamiques avec sous-structure, un
essai par poussée progressive a également été effectué.
Les résultats des essais pseudo-dynamiques avec sous-structure portent à croire que la valeur
de l’effort tranchant de conception d’un mur selon la norme CSA A23.3-14 est sous-estimé. De
plus, l’essai poussée progressive a permis de démontrer que lemur était beaucoup plus résistant
qu’anticipé, puisque l’effort tranchant avait été sous-estimé lors de la conception. L’essai par
poussée progressive a également permis de démontrer que le mur peut atteindre des niveaux
de ductilité en déplacement supérieur à celui prévu par la norme CSA A23.3-14.Abstract: Most mid- and high-rise reinforced concrete (RC) buildings rely on RC structural walls as their seismic force resisting system. Ductile RC structural walls (commonly called shear walls) designed according to modern building codes are typically detailed to undergo plastic hinging at their base. Both the design moment envelope for the remaining portion of the wall and the design shear forces are evaluated based on the probable flexural resistance of the wall in the plastic hinge region. Several analytical studies have shown that so-designed structural walls can be subjected to shear forces in excess of the design values. Plastic hinging can also develop in the upper portion of the walls. These effects are mainly attributed to higher mode response and, hence, are more severe in taller or slender walls with long fundamental periods. Considering the literature, there is a significant uncertainty regarding the behavior of the structural walls under the higher mode of vibrations excited under earthquake excitations. Hybrid testing is an effective experimentalmethod to study the natural behaviour of structures such as shear walls. The hybrid testing method enables the simulation of the seismic response of large structural elements like RC shear walls without the need to include large masses typically encountered in multi-storey buildings. In this study a barbell shaped RC shear wall specimen of 1800mm in length including a 300mm × 300mm boundary element at each end that is 2200mm in height, and 160mm thick was investigated. A test specimen corresponding to the base plastic hinge zone of an 8-storey shear wall was tested in a laboratory evolvement whilst the reminder of the building structure was modeled numerically. The reference wall was scaled down by a factor of 1/2.75 to obtain dimensions of the test specimen. The RC wall was designed in accordance with the 2015 edition of the National Building Code of Canada (NBCC 2015) and the Canadian Standard Association A23.3-14 code. The amplification of the base design shear force accounting for the inelastic effects of higher modes specified by the CSAA23.3-14 standard was not taken into account in order to evaluate the amplification experimentally. In order to investigate the response of ductile RC walls under earthquake ground motions and track the effect of the higher vibration modes on the shear force demand, three earthquakes with different intensities were applied on the hybrid model successively. The RC wall exhibited a ductile behaviour under the ground motions and flexural and shear cracks developed all over the height of the wall. In spite of amplifying the shear force demand by a factor of 2.16 under the design level earthquake and 3.01 under a high intensity earthquake, no shear failure was observed. The test results indicated that the amplification of the design shear forces at the base of ductile RC shear walls are underestimated by the CSAA23.3-14 standard. A new method for controlling three degrees of freedomin hybrid simulation of the earthquake response of stiff specimens was developed and verified in this study. Also, an innovative procedure to restore an interrupted hybrid test was programmed and verified. The hybrid tests were followed by a push-over test under a lateral force distribution equal to the square root of sum of the squares of the first five modes in order to evaluate the displacement ductility of the RC wall. Findings of the final push-over test showed that the tested ductile RC wall can withstand higher displacement ductilities than the presented levels in the NBCC 2015.
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Karageyik, Can. "Displacement-based Seismic Rehabilitation Of Non-ductile Rc Frames With Added Shear Walls." Master's thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/12611626/index.pdf.
Full textAbstract:
Non-ductile reinforced concrete frame buildings constitute an important part of the vulnerable buildings in seismic regions of the world. Collapse of non-ductile multi story concrete buildings during strong earthquakes in the past resulted in severe casualties and economic losses. Their rehabilitation through retrofitting is a critical issue in reducing seismic risks worldwide.
A displacement-based retrofitting approach is presented in this study for seismic retrofitting of medium height non-ductile concrete frames. A minimum amount of shear walls are added for maintaining the deformation levels below the critical level dictated by the existing columns in the critical story, which is usually at the ground story. Detailing of shear walls are based on conforming to the reduced deformation demands of the retrofitted frame/wall system. Member-end rotations are employed as the response parameters for performance evaluation. Initial results obtained from the proposed displacement based approach have revealed that jacketing of columns and confining the end regions of added shear walls are usually unnecessary compared to the conventional force-based approach, where excessive force and deformation capacities are provided regardless of the actual deformation demands.
40
Tuken, Ahmet. "Quantifying Seismic Design Criteria For Concrete Buildings." Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/12604907/index.pdf.
Full textAbstract:
The amount of total and relative sway of a framed or a composite (frame-shear wall) building is of utmost importance in assessing the seismic resistance of the building. Therefore, the design engineer must calculate the sway profile of the building several times during the design process.
However, it is not a simple task to calculate the sway of a three-dimensional structure. Of course, computer programs can do the job, but developing the three-dimensional model becomes necessary, which is obviously tedious and time consuming.
An easy to apply analytical method is developed, which enables the determination of sway profiles of framed and composite buildings subject to seismic loading. Various framed and composite three-dimensional buildings subject to lateral seismic loads are solved by SAP2000 and the proposed analytical method. The sway profiles are compared and found to be in very good agreement. In most cases, the amount of error involved is less than 5 %.
The analytical method is applied to determine sway magnitudes at any desired elevation of the building, the relative sway between two consecutive floors, the slope at any desired point along the height and the curvature distribution of the building from foundation to roof level.
After sway and sway-related properties are known, the requirements of the Turkish Earthquake Code can be evaluated and / or checked.
By using the analytical method, the amount of shear walls necessary to satisfy Turkish Earthquake Code requirements are determined. Thus, a vital design question has been answered, which up till present time, could only be met by rough empirical guidelines.
A mathematical derivation is presented to satisfy the strength requirement of a three-dimensional composite building subject to seismic loading. Thus, the occurrence of shear failure before moment failure in the building is securely avoided.
A design procedure is developed to satisfy the stiffness requirement of composite buildings subject to lateral seismic loading. Some useful tools, such as executable user-friendly programs written by using &ldquoBorland Delphi&rdquo
, have been developed to make the analysis and design easy for the engineer. A method is also developed to satisfy the ductility requirement of composite buildings subject to lateral seismic loading based on a plastic analysis. The commonly accepted sway ductility of &
#956
&
#916
=5 has been used and successful seismic energy dissipation is thus obtained.
41
Arafa, Ahmed. "Assessment of strength, stiffness, and deformation capacity of concrete squat walls reinforced with GFRP bars." Thèse, Université de Sherbrooke, 2017. http://hdl.handle.net/11143/11057.
Full textAbstract:
Abstract : The present study addressed the feasibility of reinforced-concrete squat walls totally reinforced with GFRP bars to attain reasonable strength and drift requirements as specified in different codes. Nine large-scale squat walls with aspect ratio (height to length ratio) of 1.33—one reinforced with steel bars (as reference specimen) and eight totally reinforced with GFRP bars—were constructed and tested to failure under quasi-static reversed cyclic lateral loading. The key studied parameters were: (1) use of bidiagonal web reinforcement; (2) use of bidiagonal sliding reinforcement; and (3) web reinforcement configuration (horizontal and/or vertical) and ratio. The reported test results clearly revealed that GFRP-reinforced concrete (RC) squat walls have a satisfactory strength and stable cyclic behavior as well as self-centering ability that assisted in avoiding sliding shear that occurred in the companion steel-reinforced wall following steel yielding. The results are promising regarding using GFRP-reinforced squat walls in areas prone to seismic risk where environmental conditions are adverse to steel reinforcement. Bidiagonal web reinforcement was shown to be more effective than conventional web reinforcement in controlling shear-cracks width. Using bidiagonal sliding reinforcement was demonstrated to be not necessary to prevent sliding shear. The horizontal web reinforcement ratio was found to have a significant effect in enhancing the ultimate strength and deformation capacity as long as the failure is dominant by diagonal tension. Existence of both horizontal and vertical web reinforcement was shown to be essential for cracks recovery. Assessment of the ultimate strengths using the available FRP-reinforced elements code and guidelines (CSA S806-12 and ACI 440.1R-15) was conducted and some recommendations were proposed to attain a reasonable estimation of ultimate strengths. Given their importance in estimating the walls’ later displacement, the effective flexural and shear stiffness of the investigated walls were evaluated. It was found that the cracked shear stiffness could be estimated based on the truss model; while the flexural stiffness can be estimated based on the available expressions in FRP-reinforced elements codes and guidelines. Based on a regression analysis, a simple model that directly correlates the flexural and shear stiffness degradation of the test walls to their top lateral drift was also proposed.Résumé : La présente étude traite de la faisabilité de voiles courts en béton armé totalement renforcés avec des barres de polymères renforcés de fibres de verre (PRFV), obtenant une résistance et un déplacement latéral raisonnable par rapport aux exigences spécifiées dans divers codes. Neuf voiles à grande échelle ont été construits: un renforcé avec des barres d'acier (comme spécimen de référence) et huit renforcés totalement avec des barres de PRFV. Les voiles ont été testés jusqu’à la rupture sous une charge quasi-statique latérale cyclique inversée. Les voiles ont une hauteur de 2000 mm, une largeur de 1500 mm (élancement 2000 mm/1500 mm = 1,33) et une épaisseur de 200 mm. Les paramètres testés sont : 1) armature bi-diagonale dans l’âme; 2) armature bi-diagonale dans l’encastrement du mur à la fondation (zone de glissement); 3) configuration d’armature verticale et horizontale réparties dans l’âme et taux d’armature. Les résultats des essais ont clairement montré que les voiles courts en béton armé de PRFV ont une résistance satisfaisante et un comportement cyclique stable ainsi qu'une capacité d'auto-centrage qui ont aidé à éviter la rupture par glissement à l’encastrement (sliding shear). Ce mode de rupture (sliding shear) s’est produit pour le voile de référence armé d’acier après la plastification de l’armature. Les résultats sont prometteurs concernant l'utilisation de voiles en béton armé de PRFV dans les régions sismiques dans lesquelles les conditions environnementales sont défavorables à l’armature d’acier (corrosion). L’armature bi-diagonale en PRFV dans l’âme s’est avérée plus efficace pour le contrôle des largeurs de fissures de cisaillement comparativement à l’armature répartie dans l’âme. L'utilisation d'un renforcement de cisaillement bi-diagonal a été démontrée comme n'étant pas nécessaire dans les voiles courts en béton armé de PRFV pour prévenir la rupture par glissement à l’encastrement (shear sliding). Par ailleurs, les résultats d’essais ont montré que le taux d’armature horizontale répartie dans l’âme a un effet significatif sur l’augmentation de la résistance et la capacité en déformation des voiles dont la rupture par effort tranchant se fait par des fissures diagonales (tension failure). L'existence d’armature verticale et horizontale répartie dans l’âme du voile en béton armé de PRFV s'est révélée essentielle pour l’ouverture et la fermeture des fissures au cours des chargements cycliques. Les normes calcul CSA S806-12 et ACI 440.1R-15 ont été utilisées pour évaluer la résistance au cisaillement des voiles courts en béton armé de PRFV. Certaines recommandations ont été proposées pour obtenir une estimation raisonnable des forces ultimes. Compte tenu de leur importance dans l'estimation du déplacement latérale des voiles, la rigidité effective en flexion et en cisaillement des voiles étudiés a été évaluée. On a constaté que la raideur de cisaillement du béton fissuré pourrait être estimée en utilisant le modèle de treillis. La rigidité à la flexion peut être, quant à elle, estimée en fonction des expressions disponibles dans les normes et les guides de conception de membrures en béton armé avec des barres en PRFV. Sur la base d'une analyse de régression, un modèle simple qui corrèle directement la dégradation de la rigidité en flexion et en cisaillement des voiles courts en béton armé de PRFV testés avec le déplacement latérale dans la partie supérieure des voiles a également été proposé.
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Bower, Owen J. "Analytical Investigation into the Effect of Axial Restraint on the Stiffness and Ductility of Diagonally Reinforced Concrete Coupling Beams." University of Cincinnati / OhioLINK, 2008. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1211065883.
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Abdulridha, Alaa. "Performance of Superelastic Shape Memory Alloy Reinforced Concrete Elements Subjected to Monotonic and Cyclic Loading." Thèse, Université d'Ottawa / University of Ottawa, 2013. http://hdl.handle.net/10393/24168.
Full textAbstract:
The ability to adjust structural response to external loading and ensure structural safety and serviceability is a characteristic of Smart Systems. The key to achieving this is through the development and implementation of smart materials. An example of a smart material is a Shape Memory Alloy (SMA).
Reinforced concrete structures are designed to sustain severe damage and permanent displacement during strong earthquakes, while maintaining their integrity, and safeguarding against loss of life. The design philosophy of dissipating the energy of major earthquakes leads to significant strains in the steel reinforcement and, consequently, damage in the plastic hinge zones. Most of the steel strain is permanent, thus leading to large residual deformations that can render the structure unserviceable after the earthquake. Alternative reinforcing materials such as superelastic SMAs offer strain recovery upon unloading, which may result in improved post-earthquake recovery. Shape Memory Alloys have the ability to dissipate energy through repeated cycling without significant degradation or permanent deformation. Superelastic SMAs possess stable hysteretic behavior over a certain range of temperature, where its shape is recoverable upon removal of load. Alternatively, Martensite SMAs also possess the ability to recover its shape through heating. Both types of SMA demonstrate promise in civil infrastructure applications, specifically in seismic-resistant design and retrofit of structures.
The primary objective of this research is to investigate experimentally the performance of concrete beams and shear walls reinforced with superelastic SMAs in plastic hinge regions. Furthermore, this research program involves complementary numerical studies and the development of a proposed hysteretic constitutive model for superelastic SMAs applicable for nonlinear finite element analysis. The model considers the unique characteristics of the cyclic response of superelastic materials.
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Iotti, Fabio. "Non dissipative seismic retroffitting of a frame structure using shear walls." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2018. http://amslaurea.unibo.it/15031/.
Full textAbstract:
Evaluation of the technical and economical feasibility of two different design approaches for seismic retrofitting of RC frame structure:
- Conventional Approach: Design of a new ductile structural core serving as a stair shaft
-Non-conventional Approach: Use of an external structural coating system designed assuming a non-dissipative behavior
The work is subdivided in two main parts. In the first one, a series of information contained in the literature, both historical and technical, has been collected to provide for the necessary background both for seismic analysis and retrofitting design in order to define the two retrofitting strategies.
In the second part the design of the RC walls is presented in detail and finally confronted, from a technical and economical point of view.
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Lehoťák, Roman. "Návrh betonové konstrukce s ohledem na požární odolnost." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2021. http://www.nusl.cz/ntk/nusl-444631.
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The diploma thesis deals with the analysis of internal forces and the design of the reinforcement of a reinforced concrete monolithic slab, a reinforcing wall and a column in the 1st floor of a dairy hall building. The fire resistance of selected structures was taken into account during dimensioning. The calculation of the internal forces was performed by the finite element method in Dlubal RFEM 5.24.
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Gjata, Marjus. "Seismic Behavior of Dowel Type Precast Panel-Foundation Connection." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.
Find full textAbstract:
Precast concrete panels are a popular construction technique due to their increased construction speed, low cost and the ability to use the precast concrete elements for structural walls to provide high strength and stiffness when used for structural purposes. Slender precast concrete wall panels are a common construction method for single storey warehouse type buildings.
Following the Canterbury earthquake sequence Christchurch from 2010 – 2014, damage was observed in precast concrete wall buildings that resulted in out-of-plane collapse of wall panels. . This project seeks to investigate the behaviour of precast reinforced concrete walls designed for limited ductility under gravity and quasi-static in-plane loading. The main point of interest in this thesis research is to understand the seismic behaviour of the connection as well as the out-of-plane stability of slender panels.
To investigate the behaviour of this panel and connection type, three slender precast concrete walls, representing full scale panel geometry were subjected to quasi-static cyclic loading. Two common panel to foundation connection types were studied: 1) threaded inserts and 2) traditional starter bars as well as one alternative connection which was developed as a means to improve the out-of-plane response and understand the impact of this design choice on the in-plane behavior of the wall.
For all the three units, the dowel connection performed well and the thin wall failed under flexural failure due to loss of strength cause by fracturing of longitudinal rebars after being buckled under the effects of lateral cyclic loading. Significant horizontal cracking occurred on each of the tests at dowel level except unit threaded insert with 50mm cover behind the head of the insert (TI12-C50-IP) which suffered a secondary horizontal crack at 500mm above the main crack and a diagonal crack at the center of the wall. Moreover, this unit was able to undergo more deformation due to a secondary crack.
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Mang, Chetra. "Prise en compte de la liaison acier-béton pour le calcul des structures industrielles." Thesis, Paris 10, 2015. http://www.theses.fr/2015PA100183/document.
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Le comportement des structures en béton armé peut s’avérer extrêmement complexe en cas de dépassement de la limite de fissuration du béton. Le caractère composite du béton armé doit être représenté finement. Pour la simulation des structures industrielles, les modèles numériques employés supposent une relation parfaite entre le béton et les armatures qui non seulement ne prennent pas en compte la complexité de la relation entre les deux matériaux mais aussi ne permet pas de présenter finement les caractéristiques de la fissuration étant directement liée à celle des aciers. Dans la littérature, plusieurs méthodes numériques sont proposées pour étudier finement les caractéristiques de la liaison acier-béton, mais toutes ces méthodes posent des difficultés pour les calculs de structures complexes en 3D. En partant des résultats obtenus dans le cadre de la thèse de Torre-Casanova (2012), une nouvelle formation d’un modèle de liaison acier-béton a été développée pour améliorer les performances et la représentativité (comportement cyclique). Ce nouveau modèle a été validé sur un tirant par comparaison avec une solution analytique et des résultats expérimentaux et également testé à l’échelle structurelle pour simuler le comportement d’un voile en cisaillement. Compte tenu de la difficulté pour caractériser numériquement l’ouverture de fissure en cas de fissuration complexe, une nouvelle méthode de post-traitement a également été développée. Finalement, le développement du comportement cyclique de la loi d’adhérence avec enveloppe non-réduite est intégré dans le modèle de liaison acier-béton pour prendre en compte l’irréversibilité du glissement et le boucle d’hystérésis lors du chargement en charge-décharge ou du chargement cyclique. L’application sur un tirant et sur un voile en cisaillement est également effectuée afin d’investiguer le comportement global et localReinforced concrete structure behavior can be extremely complex in the case of exceeding the cracking threshold. The composite characteristics of reinforced concrete structure should be finely presented. In order to compute the industrial structures, a perfect relation hypothesis between steel and concrete is supposed in which not only the complex phenomenon of the two-material relation is not taken into account, but it is also unable to predict the crack characteristics, which is directly linked to the steel. In literature, several numerical methods are proposed in order to finely study the concrete-steel bond behavior, but these methods give many difficulties in computing complex structures in 3D. With the results obtained in the thesis framework of Torre-Casanova (2012), the new concrete-steel bond model has been developed to improve performances (iteration numbers and computational time) and the representation (cyclic behavior) of the initial one. The new model has been verified with analytical solution of steel-concrete tie and validated with the experimental results and equally tested with the structural scale to compute the shear wall behavior. Because of the numerical difficulty in post-processing the crack opening in the complex crack formation, a new crack opening method is also developed. Finally, the cyclic behavior of the bond law with the non-reduced envelope is adopted and integrated in the new bond model in order to take into account the slip irreversibility and the hysteresis during the cyclic load. The application of the model is carried out on a steel-concrete tie and a shear-wall
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Renczes, Gábor. "Železobetonová monolitická nádrž." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392169.
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The thesis deals with the design and assessment of all supporting parts of a cast-in-place reinforced concrete sewage tank in a wastewater treatment plant. The thesis includes a technical report, static analysis, drawing documentations, construction process and visualization. The drawing documentation consists of shape and reinforcement drawings of supporting parts.
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Yuksel, Bahadir S. "Experimental Investigation Of The Seismic Behavior Of Panel Buildings." Phd thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/2/1070309/index.pdf.
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Shear-wall dominant multi-story reinforced concrete structures, constructed by using a special tunnel form technique are commonly built in countries facing a substantial seismic risk, such as Chile, Japan, Italy and Turkey. In 1999, two severe urban earthquakes struck Kocaeli and Düzce provinces in Turkey with magnitudes (Mw) 7.4 and 7.1, respectively. These catastrophes caused substantial structural damage, casualties and loss of lives. In the aftermath of these destructive earthquakes, neither demolished nor damaged shear-wall dominant buildings constructed by tunnel form techniques were reported. In spite of their high resistance to earthquake excitations, current seismic code provisions including the Uniform Building Code and the Turkish Seismic Code present limited information for their design criteria. This study presents experimental investigation of the panel unit having H-geometry. To investigate the seismic behavior of panel buildings, two prototype test specimens which have H wall design were tested at the Structural Mechanics Laboratory at METU. The experimental work involves the testing of two four-story, 1/5-scale reinforced concrete panel form building test specimens under lateral reversed loading, simulating the seismic forces and free vibration tests. Free vibration tests before and after cracking were done to assess the differences between the dynamic properties of uncracked and cracked test specimens. A moment-curvature program named Waller2002 for shear walls is developed to include the effects of steel strain hardening, confinement of concrete and tension strength of concrete. The moment-curvature relationships of panel form test specimens showed that walls with very low longitudinal steel ratios exhibit a brittle flexural failure with very little energy absorption. Shear walls of panel form test specimens have a reinforcement ratio of 0.0015 in the longitudinal and vertical directions. Under gradually increasing reversed lateral loading, the test specimens reached ultimate strength, as soon as the concrete cracked, followed by yielding and then rupturing of the longitudinal steel. The displacement ductility of the panel form test specimens was found to be very low. Thus, the occurrence of rupture of the longitudinal steel, as also observed in analytical studies, has been experimentally verified. Strength, stiffness, energy dissipation and story drifts of the test specimens were examined by evaluating the test results.
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Pőthe, Péter. "Krytý městský bazén - betonová konstrukce nádrže." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392236.
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The aim of the diploma thesis was to design reinforced concrete construction of the indoor swimming pool and ensure impermeability of the construction, to ensure behavior as concrete tank construction. Static analysis was done by using program Dlubal RFEM 5.12, where interaction of subsoil with construction was taken into account. Slabs around the swimming pool area were divided into expansion section because of temperature changes from glass façade an after that the sealing of expansion gap was solved. Construction system under the swimming was designed and was tested the behavior of walls and slabs. Analysis was done also to considerate of hydration heat. The drawing was done by software CADKON RCD.