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1
Dabaghi, Mayssa, George Saad, and Naser Allhassania. "Seismic Collapse Fragility Analysis of Reinforced Concrete Shear Wall Buildings." Earthquake Spectra 35, no. 1 (February 2019): 383–404. http://dx.doi.org/10.1193/121717eqs259m.
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This paper examines the behavior of reinforced concrete shear wall buildings subjected to strong earthquake ground motions, with a focus on collapse performance. The effect of varying the number of stories, shear wall and boundary element dimensions, and reinforcement detailing on the seismic collapse fragility is investigated. The buildings are seismically designed based on the ASCE 7-10 and ACI 318-14 codes with additional provisions for capacity design and dynamic amplification. The shear walls are modeled using the shear-flexure interaction multiple vertical line element model with nonlinear hysteretic material models. Incremental dynamic analysis is performed to simulate the structural collapse of the two-dimensional building models subjected to the FEMA-P695 set of far field recorded ground motions scaled to increasing intensity values. For each building, a lognormal collapse fragility curve is fitted to the results. A collapse assessment of the studied buildings shows how the seismic performance is significantly affected by the varied parameters.
2
Yuan, Xue Xia, and Wei Liang Jin. "Structural Reliability and Human Error of Reinforced-Concrete Building during Construction." Advanced Materials Research 368-373 (October 2011): 1365–69. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1365.
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In view of the significant failure modes of formwork-supporting system and reinforced- concrete member, the reliability analysis model of time-dependent system affected by human errors during the construction of typical multistory reinforced-concrete buildings was developed. Human Reliability Analysis (HRA) method was applied to simulate the error rates and error magnitudes of the reinforced-concrete members and the formwork-supporting system, and human reliability models were developed, two cases for error-free case and error-included case were considered. Furthermore the check emphasis of formwork-supporting system was pointed during multistory building construction.
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ALVA, G. M. S., and G. A. MONTANDON. "Structural models for analysis of reinforced concrete frame buildings with masonry infills." Revista IBRACON de Estruturas e Materiais 12, no. 5 (October 2019): 1058–85. http://dx.doi.org/10.1590/s1983-41952019000500006.
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Abstract The behavior of single-storey, single-bay reinforced concrete infilled frame with masonry panel subjected to static horizontal load was studied using two structural models: i) equivalent strut model (ESM) and ii) model with two-dimensional finite elements for state stress plane (MEF). In the first model, an equivalent diagonal strut replaces masonry. The axial stiffness of this element is defined by evaluation of the equivalent diagonal width. In the second model, the infilled frame is modeling by two-dimensional finite elements, requiring the simulation of the sliding and separation between the wall surfaces and the reinforced concrete frame. Although equivalent strut models are more attractive for design, the formulas found in the literature to determine equivalent strut width provide very different values. In addition, most of these formulas ignore some parameters that may be important, such as beam flexural stiffness. For this reason, several numerical analysis were be carried out. The models simulated usual geometric and mechanical characteristics observed in reinforced concrete buildings. The results of the two-dimensional finite element modeling (by software ANSYS) were used as reference for the evaluation of the results provided by the equivalent strut model. The comparison of results allowed the assessment of the analytical expressions for evaluation of the equivalent diagonal width. Based on this assessment, a new expression is proposed for buildings with similar characteristics as analyzed in this paper. The results of numerical simulations with MEF models also allowed for an evaluation of stresses and the probable cracking pattern in infill walls.
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SANTOS, J. B., T. J. DA SILVA, and G. M. S. ALVA. "Influence of the stiffness of beam-column connections on the structural analysis of reinforced concrete buildings." Revista IBRACON de Estruturas e Materiais 11, no. 4 (August 2018): 834–55. http://dx.doi.org/10.1590/s1983-41952018000400010.
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Abstract Conventional structural analysis of buildings in reinforced concrete is performed considering beam-column connections as rigid. However, experimental results prove the existence of relative rotations in beam-column connections of reinforced concrete structures, showing the partial transfer of bending moment. In this study the influence of the stiffness of beam-column connections on the global stability and in the column bending moments of buildings in reinforced concrete was investigated. A building was designed with rigid connections and deformable connections to identify the importance of considering the influence of the stiffness of the beam-column connections in the overall stability of monolithic and in the redistribution efforts in reinforced concrete structures. In order to determine the stiffness rotation of deformable connections, two analytical models available in literature were used, and a comparison between the results obtained by each analytical model was also performed. Based on the results, it is concluded that neglecting the influence of the stiffness of the beam-column connections on the analysis of monolithic reinforced concrete structures may result in different solutions compared to the real behavior of the structure. The stiffness values obtained with the analytical models usually differ from the condition of rigid connections, suggesting an adjustment on the standard consideration of rigid connections adopted by the computer programs of structural calculation.
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Zucolli, Andressa Volpato, and Douglas Freitas Augusto dos Santos. "Comparative analysis between steel and armed concrete structures." Engineering Sciences 8, no. 2 (June 1, 2020): 45–57. http://dx.doi.org/10.6008/cbpc2318-3055.2020.002.0005.
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The execution of a building goes through several processes and stages in order to obtain the final result and with the construction of increasingly tall and slender buildings, the analysis of the structure becomes something of extreme importance for the safety, durability and good performance of a building. With civil construction in constant technological advances, several methods are presented to improve performance and project planning. Therefore, this article aims to present comparative methods of structural modeling and design in steel and reinforced concrete construction systems. Thus, the comparison between the two structural systems occurred with the aid of the Robot Structural Analysis 2020 and Revit 2020 software, two initial models were defined, namely, model I in reinforced concrete structure and model II in steel structure. For this assessment, the properties of the materials used, costs in relation to the materials, current standards and the agents that can influence the performance of the building, parameters such as global stability, displacement of elements and moments in the studied structural system were also considered. After processing both models, the results were analyzed and compared, demonstrating which of the methods is most viable and safe for execution.
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Hejazi, Farzad, Samira Jilani Kojouri, Jamal Noorzaei, M. S. Jaafar, W. A. Thanoon, and A. Ali Abang Abdullah. "Inelastic Seismic Response of RC Building with Control System." Key Engineering Materials 462-463 (January 2011): 241–46. http://dx.doi.org/10.4028/www.scientific.net/kem.462-463.241.
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Conventional buildings are mainly designed based on elastic analysis of structures subjected to moderate earthquakes. In this case, the seismic forces are much smaller than the forces introduced by strong ground motions with the considered structural behavior going to nonlinear response during these severe earthquakes. Improving the earthquake resistance of reinforced concrete buildings using a variety of earthquake energy dissipation systems has received considerable attention in recent years by civil engineers. In the present study, a nonlinear computational scheme was developed to predict the complete nonlinear dynamic response of reinforced concrete framed buildings equipped with viscous damper device subjected to earthquake excitation. A finite element program code is developed based on the nonlinear analysis procedure of reinforced concrete buildings equipped with viscous damper devices and a two dimensional, five story models of RC buildings subjected to earthquake were analyzed. Result of nonlinear analysis of RC buildings which furnished by viscous dampers indicated that using of viscous dampers effectively reduced the damages occurring in the building and structural motion during severe earthquakes.
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Jamšek, Aleš, and Matjaž Dolšek. "The Reduced-Degree-of-Freedom Model for Seismic Analysis of Predominantly Plan-Symmetric Reinforced Concrete Wall–Frame Building." Buildings 11, no. 8 (August 21, 2021): 372. http://dx.doi.org/10.3390/buildings11080372.
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A reduced-degree-of-freedom (RDOF) model for seismic analysis of predominantly plan-symmetric reinforced concrete (RC) wall–frame buildings is introduced. The RDOF model of the wall–frame building consists of elastic beam–column elements with concentrated plasticity used for simulating cantilever walls and predominantly plan-symmetric RC frame buildings that are represented by the improved fish-bone (IFB) model. In this paper, the capability of the RDOF model is demonstrated for two frame buildings and two wall–frame buildings. The RDOF models were defined directly from the building information model. This is an advantage of RDOF models with respect to single-degree-of-freedom (SDOF) models, while the computational robustness of the RDOF models also makes them attractive for the seismic analysis of building stock. The imposed cyclic displacement analyses conducted for the investigated buildings proved that the condensation of the degrees of freedom for RDOF models was appropriate. Consequently, only minor differences were observed for maximum storey drift IDA curves, maximum storey acceleration IDA curves, and seismic fragility functions for different limit states. However, development is needed to make RDOF models appropriate for preliminary seismic performance assessment of plan-irregular buildings.
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Nizamani, Zafarullah, Wong Che Luk, and Syed Muhammad Bilal Haider. "Reinforced Concrete Buildings with Plane Frame, Shear Wall with and without Openings." E3S Web of Conferences 65 (2018): 02007. http://dx.doi.org/10.1051/e3sconf/20186502007.
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Malaysia is situated at Sunda plate which has geographic advantage in seismic zone. However, an earthquake occurred in Sabah, east of Malaysia without a warning in 2015. This scenario raised the question regarding the structural performance of high-rise buildings in Malaysia in response to seismic activity. This study is to analyze the effects of the shear wall on seven RC buildings by using pushover analysis. This pushover analysis is a simple approach where a building is subjected to increasing horizontal lateral loads until the building fails. SCIA Engineer software is used to model three different designs of seven storeys buildings are model in accordance with the Eurocode 8. The pushover analyses are carried out on three models, pushover curves (base shear vs. roof displacement) are plotted, and they are compared to explore both elastic and inelastic properties of the building response to the seismic action. The frame model without shear wall can resist less base shear. The plane frame model also approaches maximum allowable displacement of 60 mm earlier as compared to the other two models. Therefore, the high-rise buildings with shear wall design are highly recommended for the lifelong seismic resistance of reinforced concrete buildings.
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Banik, Arijit, and Lipika Halder. "Period Formula for Reinforced Concrete Buildings with Infill Walls." Applied Mechanics and Materials 857 (November 2016): 177–82. http://dx.doi.org/10.4028/www.scientific.net/amm.857.177.
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The calculation of fundamental time period of vibration is a crucial step in seismic design and analysis of the structures to assess global response of the structure. Different international code proposed empirical expressions considering only height for bare frame structures and height and width of the buildings with infill to estimate the fundamental time period. This paper summaries the effect of the following parameters of building height, bay width, number of bays, cracked or un-cracked section of the structural member and support condition at the base on the fundamental time period of reinforced concrete bare frame and buildings with infill. Modal analysis of 360 building models with selected parameters is investigated in this study. A new equation, which is a function of the selected parameters (building height, bay width, number of bays, type of support condition, cracked or un-cracked sections and type of frame chosen for analysis) is also proposed using multiple linear regression analysis for predicting the fundamental period of buildings. The proposed simple model, including the building height, bay width, number of bays, type of support condition, cracked or un-cracked sections and type of frame chosen for analysis, showed better estimate in predicting the fundamental period of buildings compared to the code equations.
10
Kelly, Trevor. "Nonlinear analysis of reinforced concrete shear wall structures." Bulletin of the New Zealand Society for Earthquake Engineering 37, no. 4 (December 31, 2004): 156–80. http://dx.doi.org/10.5459/bnzsee.37.4.156-180.
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Although shear walls are a widely used system for providing lateral load resistance, nonlinear analysis procedures for this type of element are much less well developed than those for frame and truss elements. Equivalent flexural models do not include shear deformation and are only suited for symmetric, straight walls. This paper describes the development of an analysis model which includes nonlinear effects for both shear and flexure. The formulation is based on a "macro" modelling approach which is suitable for complete building models in a design office environment.
An analysis methodology is developed using engineering mechanics and experimental results and implemented in an existing nonlinear analysis computer program. A model is developed and validated against test results of solid walls and walls with openings. This shows that the model can capture the general characteristics of hysteretic response and the maximum strength of the wall. Results can be evaluated using acceptance criteria derived from published guidelines. An example shear wall building is then evaluated using both the nonlinear static and the nonlinear dynamic procedures. The procedure is shown to be a practical method for implementing performance based design procedures for shear wall buildings.
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Khatiwada, Prashidha, and Elisa Lumantarna. "Simplified Method of Determining Torsional Stability of the Multi-Storey Reinforced Concrete Buildings." CivilEng 2, no. 2 (April 12, 2021): 290–308. http://dx.doi.org/10.3390/civileng2020016.
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This article proposes a simplified method for determining the elastic radius ratio of the multi-storey reinforced concrete building. The elastic radius ratio is the benchmark parameter of the buildings in determining torsional stability during an earthquake. When buildings are torsionally flexible, the torsional component of seismic response amplifies the overall response of the building. Because of the numbers of simplified assumptions such as the adoption of the single-storey model, much of the published articles have a very limited range of application. Quantifying the interaction of different forces in multi-story non-proportional buildings has been the main challenge of these studies. The proposed “shear and bending combination method” solves this by introducing parameters that can determine the relative influence of individual actions. Moreover, the proposed method applies to buildings with all type of structural systems, having asymmetry, and accidental eccentricity. The method is validated through a parametric study consisting of eighty-one building models and using computer analysis. The proposed method and the research findings of this study are useful in determining the torsional stability of the building, in verifying the results of the computer-based analysis, and in optimizing the structural system in the buildings.
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Gilles, Damien, and Ghyslaine McClure. "Measured natural periods of concrete shear wall buildings: insights for the design of Canadian buildings." Canadian Journal of Civil Engineering 39, no. 8 (August 2012): 867–77. http://dx.doi.org/10.1139/l2012-074.
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Structural engineers routinely use rational dynamic analysis methods for the seismic analysis of buildings. In linear analysis based on modal superposition or response spectrum approaches, the overall response of a structure (for instance, base shear or inter-storey drift) is obtained by combining the responses in several vibration modes. These modal responses depend on the input load, but also on the dynamic characteristics of the building, such as its natural periods, mode shapes, and damping. At the design stage, engineers can only predict the natural periods using eigenvalue analysis of structural models or empirical equations provided in building codes. However, once a building is constructed, it is possible to measure more precisely its dynamic properties using a variety of in situ dynamic tests. In this paper, we use ambient motions recorded in 27 reinforced concrete shear wall (RCSW) buildings in Montréal to examine how various empirical models to predict the natural periods of RCSW buildings compare to the periods measured in actual buildings under ambient loading conditions. We show that a model in which the fundamental period of RCSW buildings varies linearly with building height would be a significant improvement over the period equation proposed in the 2010 National Building Code of Canada. Models to predict the natural periods of the first two torsion modes and second sway modes are also presented, along with their uncertainty.
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Şengel, Hasan Selim, İsmail Kanber, and Serdar Çarbaş. "Structural analysis of reinforced concrete mansard roof structures according to different structural plans." Challenge Journal of Structural Mechanics 5, no. 2 (June 11, 2019): 62. http://dx.doi.org/10.20528/cjsmec.2019.02.003.
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In this study, analysis and evaluations were carried in order to determine the optimum conditions of reinforced concrete mansard roof applications. In total 96 mansard and 24 non mansard structure analysis were performed. The constructed models are symmetrical from all directions and it is modeled under the minimum conditions allowed by the regulation. As the column span, the distance between the columns was determined as 4 meters. The span conditions were determined as 3 spans, 4 spans, 5 spans and 6 spans by evaluating the parcel sizes and zoning conditions. Thus, a total of 120 calculation models were created. The base shear force, column moments and the maximum top displacement values were discussed in concordance with these calculations. As a result of the analysis, the graphical values of the mansard buildings were examined along with the non mansard buildings from the 3rd floor to the 8th floor, according to the zoning plan. In this study, graphs of parcels, span values and the number of storeys were drawn by keeping the values constant, and evaluations were made on the same graphs with and non mansard. In addition, by looking at the movements of the graphs obtained from this study on the same series, equations were adapted to the graphs and the series created with these equations were expanded and stochastic parabolic cones were formed at the shear force for 10 storeys, in the column moments. The mean values for the top displacement chart were taken and when the 20-storey displacement value was placed on this curve, it was determined that it appeared at a point very close to the estimating equation curve. Based on the analysis results, it is understood that it is possible to create a set of estimations for different number of storeys and plans.
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Liu, Yong Jun, Yang Yang Liu, Ran Bi, and Jing Hai Zhou. "Multi-Type Finite Elements Hybrid Model for Simulating Global Behavior of Reinforced Concrete Frames in Fires." Applied Mechanics and Materials 353-356 (August 2013): 2357–61. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.2357.
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In general, reinforced concrete frames have excellent fire resistance properties, but more and more concrete buildings collapsed in fires. The majority of past research work on the response of concrete building to fire has looked at the effects of fire upon individual structural members, and most commonly when subjected to heating from standard fire tests. At present, the fire behaviors of whole reinforced concrete frame are not adequately understood. There is a great need for development of models which consider the effects of fire on the whole structure under more realistic heating regimes. There is also a fundamental requirement for further large-scale testing of concrete structures, to observe the behavior of whole concrete structures in real fires and also for validation of advanced computer analysis tools. Accuracy and efficiency are two major concerns in finite element analysis of structural response of concrete frames in fires. In this paper, a multi-type finite elements hybrid model for simulating structural behavior of whole reinforced concrete frames in real fire is suggested.
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Monika, Fanny, Berkat Cipta Zega, Hakas Prayuda, Martyana Dwi Cahyati, and Yanuar Ade Putra. "The Effect of Horizontal Vulnerability on the Stiffness Level of Reinforced Concrete Structure on High-Rise Buildings." Journal of the Civil Engineering Forum 6, no. 1 (January 31, 2020): 49. http://dx.doi.org/10.22146/jcef.49387.
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Buildings have an essential function; they are a place for people to carry out various activities, such as social, economic, and religious activities. In a building construction plan, considering multiple factors from strength to architecture is necessary. The issue of limited land in some areas has resulted in the construction of vertical buildings, often known as high-rise buildings. High-rise building construction requires paying attention to various levels of vulnerabilities, especially for projects in earthquake-prone areas. In this study, the levels of vulnerability and vertical irregularity of high-rise buildings were analyzed based on structural rigidity for reinforced concrete structures. Building models including a cube-shaped model, L-shaped model, and U-shaped model were investigated. The STERA 3D program was used to determine the strength values of the structures by providing earthquake loads on each structure model using the time-history analysis method. The El Centro and Kobe earthquakes were tested in these structural models because the earthquakes are known to contribute the most exceptional damage value in the history of earthquake-caused disasters. The assessed parameters of the tested structural models include structural stiffness, the most significant displacement in the structure, the maximum displacement and load relations experienced by the construction, and the hysteretic energy exhibited by the structure. Therefore, the best performed structural model in resisting the load could be obtained. The results showed that the U-shaped building model had the highest stiffness value with an increase in stiffness of 7.43% compared with the cube-shaped building model and 3.01% compared with the L-shaped building model.
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Al Mamun, Abdullah, and Murat Saatcioglu. "Seismic fragility analysis of pre-1975 conventional concrete frame buildings in Canada." Canadian Journal of Civil Engineering 45, no. 9 (September 2018): 728–38. http://dx.doi.org/10.1139/cjce-2017-0238.
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Fragility analysis was conducted for reinforced concrete frame buildings in Canada designed based on the 1965 National Building Code of Canada as representative of pre-1975 era of seismic design practice. Two-, five-, and ten-storey buildings were designed for Vancouver and Ottawa, representing buildings in high and medium seismic regions. They were modelled for inelastic response time history analysis, with respective inelastic hysteretic models for flexure and shear. Software PERFORM-3D was used to conduct incremental dynamic analysis under incrementally increasing earthquake intensity. Probabilistic analysis of the results of incremental dynamic analysis led to the development of fragility functions, which can be used as seismic vulnerability assessment tools. The results are compared with those generated for frame buildings designed on the basis of the 2010 NBCC. The comparison indicates that the probabilities of exceeding performance levels are significantly higher for older buildings relative to recently built fully ductile and moderately ductile buildings, respectively.
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Ghimire, Krishna, and Hemchandra Chaulagain. "Common irregularities and its effects on reinforced concrete building response." Structural Mechanics of Engineering Constructions and Buildings 17, no. 1 (December 15, 2021): 63–73. http://dx.doi.org/10.22363/1815-5235-2021-17-1-63-73.
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In most of the countries, the irregular building construction is popular for fulfilling both aesthetic and functional requirements. However, the evidence of past earthquakes in Nepal and the globe demonstrated the higher level of seismic vulnerability of the buildings due to irregularities. Considering this fact, the present study highlighted the common irregularities and its effect on reinforced concrete building response. The effect of structural irregularities was studied through numerical analysis. The geometrical, mass and stiffness irregularities were created by removing bays in different floor levels and removing the columns at different sections respectively. In this study, the numerical models were created in finite element program SAP2000. The structural performance was studied using both non-linear static pushover and dynamic time history analysis. The results indicate that the level of irregularities significantly influenced the behavior of structures.
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Marinković, Marko, Santiago Calvinisti, and Christoph Butenweg. "Numerical analysis of reinforced concrete frame buildings with decoupled infill walls." Gradjevinski materijali i konstrukcije 63, no. 4 (2020): 13–48. http://dx.doi.org/10.5937/grmk2004013m.
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Reinforced concrete (RC) buildings with masonry infill walls are widely used in many countries all over the world. Although infills are considered as non-structural elements, they significantly change dynamic characteristics of RC frame structures during earthquake excitation. Recently, significant effort was spent on studying decoupled infills, which are isolated from the surrounding frame usually by adding a gap between frame and infill. In this case, the frame deformation does not activate infill wall, thus infills are not influencing the behaviour of the frame. This paper presents the results of the investigation of the behaviour of RC frame buildings with the INODIS system that decouples masonry infills from the surrounding frame. Effect of masonry infill decoupling was investigated first on the one-bay one-storey frame. This was used as a base for parametric study on the frames with more bays and storeys, as well as on the building level. Change of stiffness and dynamic characteristics was analysed as well as response under earthquake loading. Comparison with the bare frame and traditionally infilled frame was performed. The results show that behaviour of the decoupled infilled frames is similar to the bare frame, whereas behaviour of frames with traditional infills is significantly different and demands complex numerical models. This means that if adequate decoupling is applied, design of infilled frame buildings can be significantly simplified.
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Erkan, İbrahim Hakkı, Talha Polat Doğan, and Musa Hakan Arslan. "An investigation on determining optimum wall ratio–cost relationship of shear walled reinforced concrete buildings." Challenge Journal of Structural Mechanics 6, no. 1 (March 25, 2020): 1. http://dx.doi.org/10.20528/cjsmec.2020.01.001.
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Reinforced concrete walls are very efficient structural elements in terms of carrying the lateral loads that are expected to affect the structures during the service of the buildings. These elements, which are not used for economic reasons in buildings designed in areas with low seismic hazard, can actually provide a significant increase in performance with a very small increase in construction cost. In this study, a total of 9 building models have been created and the relationship between optimum reinforced concrete wall ratio and cost on these buildings has been investigated. The design and analysis of the models were carried out according to the criteria specified in TSC 2018. Three different structural systems specified in TSC 2018 were used in the designed models. These structural systems used; RC frame structures, RC wall-frame structures and RC wall structures. These structures were analyzed by Response Spectrum Method which is linear analysis method and base shear forces were obtained. Then, push-over analysis, which is a nonlinear analysis method, was applied to obtain the base shear forces that the structure can actually carry. After the analysis, the quantities of materials to be used for the construction of the structural systems of the models were calculated and current manufacturing prices and rough costs were calculated. In order to compare the obtained costs with the structural performances, nonlinear shear forces and linear shear forces ratios were calculated and the over strength factors were calculated for each model. In the light of the data obtained from the studies in the literature, when the over strength factors and cost values are examined together, it is concluded that the optimum design for the conditions specified in TSC 2018 will be provided with the RC wall ratio between 0.001 - 0.0016. It is concluded that lateral load carrying capacity of construction increases up to 650% by increasing the construction cost by 17% for the designed models.
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Mamet, J. C., and O. Moselhi. "Outline of current analysis procedure for CANDU 600 MW reactor buildings." Canadian Journal of Civil Engineering 12, no. 4 (December 1, 1985): 796–804. http://dx.doi.org/10.1139/l85-093.
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Reactor buildings of 600 MW CANDU nuclear power plants consist of a prestressed concrete containment structure, cylindrical in shape with a double spherical dome, and of a reinforced concrete internal structure with heavy walls and slabs that support the nuclear reactor, the primary heat transport system, control and safety mechanisms, etc. Both structures are supported on a common circular slab.In this paper, an outline of the static and seismic response analyses performed for these buildings is presented. Several computer models and codes are used and advantage is taken of the symmetry of revolution of part of the structure.By combining the results produced by the various models and accounting for discontinuities caused by openings, etc., a complete picture of the forces, displacements, or accelerations existing in the reactor building under operating conditions and during postulated accidents or seismic events may be drawn.This process has been partly automated by the development of relevant software. A flow chart of the whole analysis process is given. Key words: nuclear power plants, reactor building, containment, analysis, static, seismic, finite elements.
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Maragakis, Emmanuel, Mehdi Saiidi, and Saber Abdel-Ghaffar. "Response of R/C Buildings during the 1987 Whittier Narrows Earthquake." Earthquake Spectra 9, no. 1 (February 1993): 67–95. http://dx.doi.org/10.1193/1.1585706.
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Strong motion records from several reinforced concrete structures were recovered after the 1987 Whittier, California earthquake. The objective of this paper is to present the highlights of a research study which was performed to review the available data from reinforced concrete buildings, to select representative buildings, and to analyze these buildings using available computer programs for linear analysis. Linear-elastic mathematical models were built for each structure based on the physical properties of the structural members. A comparison of the results of the computer analysis to the available measured responses data showed good agreement for the majority of the buildings studied. Limited studies on the effects of damping variation and soil-structure interaction were performed. The results of this study have led to the conclusion that the linear dynamic analysis can realistically predict the response of reinforced concrete structures subjected to small to moderate earthquakes. The deviations from the elastic response were consistent with the observed damage of the structures during the Whittier earthquake.
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Avila, Jorge A., and Alejandro Angeles. "The Inelastic Response Differences of Two Buildings Designed without and with Steel Braces." Key Engineering Materials 348-349 (September 2007): 277–80. http://dx.doi.org/10.4028/www.scientific.net/kem.348-349.277.
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The inelastic behavior of a 17 level reinforced concrete building, for two structural models, is studied: reinforced concrete frames only (A case), and reinforced concrete frames, and K-type steel braces (B case). The building is designed to avoid that the drifts exceed 0.012 for the same seismic behavior factor level (Q= 3), in agreement with the Mexico City Code. The building is type B (offices). The soil is considered as soft and the foundation is a rigid box with point piles. With the design, A and B cases, the comparisons of the transversal sections, maximum lateral displacements, drifts, story shears, design mechanical elements and resultant reinforcement steel are made. With the step-by-step analysis, A and B cases, with representative accelerations records of the soft soil, the inelastic responses of the local and global ductility demands are determined and also are compared with the permissible levels of the Code. We pretend to observe the inelastic behavior (displacements, maxima demands of global and local ductility), for both types structural models, to decide which it is more convenient.
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Baca, Victor, Juan Bojórquez, Edén Bojórquez, Herian Leyva, Alfredo Reyes-Salazar, Sonia E. Ruiz, Antonio Formisano, Leonardo Palemón, Robespierre Chávez, and Manuel Barraza. "Enhanced Seismic Structural Reliability on Reinforced Concrete Buildings by Using Buckling Restrained Braces." Shock and Vibration 2021 (February 8, 2021): 1–12. http://dx.doi.org/10.1155/2021/8816552.
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The control of vibrations and damage in traditional reinforced concrete (RC) buildings under earthquakes is a difficult task. It requires the use of innovative devices to enhance the seismic behavior of concrete buildings. In this paper, we design RC buildings with buckling restrained braces (BRBs) to achieve this objective. For this aim, three traditional RC framed structures with 3, 6, and 9 story levels are designed by using the well-known technique nondominated sorting genetic algorithm (NSGA-II) in order to reduce the cost and maximize the seismic performance. Then, equivalent RC buildings are designed but including buckling restrained braces. Both structural systems are subjected to several narrow-band ground motions recorded at soft soil sites of Mexico City scaled at different levels of intensities in terms of the spectral acceleration at first mode of vibration of the structure Sa(T1). Then, incremental dynamic analysis, seismic fragility, and structural reliability in terms of the maximum interstory drift are computed for all the buildings. For the three selected structures and the equivalent models with BRBs, it is concluded that the annual rate of exceedance is considerably reduced when BRBs are incorporated. For this reason, the structural reliability of the RC buildings with BRBs has a better behavior in comparison with the traditional reinforced concrete buildings. The use of BRBs is a good option to improve strength and seismic behavior and hence the structural reliability of RC buildings subjected to strong earthquake ground motions.
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Contiguglia, Carlotta Pia, Angelo Pelle, Zhichao Lai, Bruno Briseghella, and Camillo Nuti. "Chinese High Rise Reinforced Concrete Building Retrofitted with CLT Panels." Sustainability 13, no. 17 (August 27, 2021): 9667. http://dx.doi.org/10.3390/su13179667.
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Cross laminated timber (CLT) panels have been gaining increasing attention in the construction field as a diaphragm in mid- to high-rise building projects. Moreover, in the last few years, due to their seismic performances, low environmental impact, ease of construction, etc., many research studies have been conducted about their use as infill walls in hybrid construction solutions. With more than a half of the megacities in the world located in seismic regions, there is an urgent need of new retrofitting methods that can improve the seismic behavior of the buildings, upgrading, at the same time, the architectural aspects while minimizing the environmental impact and costs associated with the common retrofit solutions. In this work, the seismic, energetic, and architectural rehabilitation of tall reinforced concrete (RC) buildings using CLT panels are investigated. An existing 110 m tall RC frame building located in Huizhou (China) was chosen as a case study. The first objective was to investigate the performances of the building through the non-linear static analysis (push-over analysis) used to define structural weaknesses with respect to earthquake actions. The architectural solution proposed for the building is the result of the combination between structural and architectonic needs: internal spaces and existing facades were re-designed in order to improve not only the seismic performances but also energy efficiency, quality of the air, natural lighting, etc. A full explanation of the FEM modeling of the cross laminated timber panels is reported in the following. Non-linear FEM models of connections and different wall configurations were validated through a comparison with available lab tests, and finally, a real application on the existing 3D building was discussed.
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Dhoke, Prof Subodh. "Analysis of Multistoried RCC Building with Shear Wall and Outrigger using ETABS Software." International Journal for Research in Applied Science and Engineering Technology 9, no. VI (June 30, 2021): 2808–11. http://dx.doi.org/10.22214/ijraset.2021.35612.
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During earthquakes, a large number of buildings are destroyed due to the cause of lateral forces and increased load capacity in the structural element, and this is caused by winds, earthquakes and uneven settlement of cargo. The least damage and well-being a healthy level of construction is a necessary requirement for tall buildings. To reduce the impact of damage on all high structures, it may consist of basic insulation techniques and sliding walls, and so on. Buildings are used to increase design performance and limit damage to landslide walls. On tall buildings to prevent earthquake loads, reinforced concrete walls are used as supporting elements. Reinforced concrete structures are mainly implemented in engineering practice in different situations and different applications. Many researchers turn to the effectiveness of sliding walls with boundary conditions based on different types of reinforcement alignment. This document consists of modeling different models for the shear wall housing and the hood system.
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Massone, Leonardo M., Patricio Bonelli, René Lagos, Carl Lüders, Jack Moehle, and John W. Wallace. "Seismic Design and Construction Practices for RC Structural Wall Buildings." Earthquake Spectra 28, no. 1_suppl1 (June 2012): 245–56. http://dx.doi.org/10.1193/1.4000046.
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Reinforced concrete buildings utilizing structural walls for lateral load resistance are the predominant form of construction in Chile for buildings over four stories. Typical buildings include a large number of walls, with ratios of wall cross-sectional area to floor plan area of roughly 3% in each principal direction. Based on the good performance of RC buildings in the March 1985 earthquake, requirements for closely spaced transverse reinforcement at wall boundaries were excluded when Chile adopted a new concrete code in 1996 based on ACI 318-95. In recent years, use of three-dimensional linear models along with modal response spectrum analysis has become common. Since 1985, nearly 10,000 new buildings have been permitted. Although the newer buildings have similar wall area to floor plan areas as older buildings, newer walls are thinner and buildings are taller, leading to significantly higher wall axial load ratios.
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Savin, Sergey Yu. "Stability of eccentrically compressed reinforced concrete elements under special impacts with account taken of shear deformations." Vestnik MGSU, no. 1 (January 2021): 49–58. http://dx.doi.org/10.22227/1997-0935.2021.1.49-58.
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Introduction. When structural models of reinforced concrete frameworks of buildings and structures are designed, bars and plates simulate structural elements. As rule, such an approach entails rigid cohesion between reinforcement bars and concrete; thus, it fails to simulate the true nature of their joint action in the areas having high stress gradients, for example, beam-column junctions. In this regard, it’s necessary to plot analytical dependencies and develop a methodology for the stability analysis of the strain state of bar elements of reinforced concrete frameworks of buildings and structures with account taken of shear deformations at the interface between a reinforcement bar and concrete.
Materials and methods. The Rzhanitsyn composite bar theory was applied to design a stress-strain model of an eccentrically compressed reinforced concrete bar. The Kelvin-Voigt model is proposed as a rheological stress-strain model of static and dynamic resistance of concrete.
Results. Analytical dependencies needed to analyze the stress-strain state and stability of an eccentrically compressed reinforced concrete bar exposed to dynamic loading, were plotted. These dependencies take account of shear deformations at the interface between reinforcement bars and concrete. A nonlinear calculation algorithm was developed; it took account of the elastoplastic behavior of concrete and steel bars, when the stability problem of an eccentrically compressed dynamically loaded reinforced concrete bar was solved.
Conclusions. Analytical dependencies, obtained by the author, allow to take account of shear deformations at the interface between reinforcement bars and concrete in eccentrically compressed reinforced concrete elements of frameworks of buildings and structures for the purpose of analyzing the stability of such elements exposed to special impacts caused by the unexpected failure of one bearing element of a structural system.
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Stochino, Flavio, Alessandro Attoli, and Giovanna Concu. "Fragility Curves for RC Structure under Blast Load Considering the Influence of Seismic Demand." Applied Sciences 10, no. 2 (January 8, 2020): 445. http://dx.doi.org/10.3390/app10020445.
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The complex characteristics of explosion load as well as its increasingly high frequency in the civil environment highlight the need to develop models representing the behavior of structures under blast load. This work presents a probabilistic study of the performance of framed reinforced concrete buildings designed according to the current Italian NTC18 and European EC8 technical standards. First, a simplified single degree of freedom model representing the structural system under blast load has been developed. Then, a probabilistic approach based on Monte Carlo simulation analysis highlighted the influence of seismic demand on the behavior of Reinforced Concrete RC buildings subjected to blast load.
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Bovo, Marco, Michele Tondi, and Marco Savoia. "Infill Modelling Influence on Dynamic Identification and Model Updating of Reinforced Concrete Framed Buildings." Advances in Civil Engineering 2020 (June 19, 2020): 1–16. http://dx.doi.org/10.1155/2020/9384080.
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In order to correctly capture the dynamic behavior of infilled framed buildings, the importance to take into account in seismic design the infill panels’ contribution is nowadays well recognized since they could modify in a significant way the global and local response of the whole building. Despite about sixty years of continuous research in the field, the modelling of the frame-infill interaction still represents a serious issue for the daily practical design since there is no reference model proven to be suitable to cover a wide record of possible cases. Moreover, few works are available in the literature, comparing the results of different modelling proposals with outcomes of dynamic tests on a full-scale building. To this regard, starting from the results of induced vibration dynamic tests performed on a 7-story building with reinforced concrete frames with masonry infill, in the present paper, the effects of the infill presence have been evaluated by comparing experimental outcomes, achieved using a MDOF Circle-Fit identification procedure, with the results obtained by means of numerical analyses performed on finite element models. Using a model updating procedure, the optimal width to assign to the masonry equivalent struts modelling the infill panels was defined. Furthermore, several literature proposals for the definition of the equivalent strut width have been analysed. Thirteen different proposals have been selected and implemented in thirteen different finite element models. The reliability of each proposal has been investigated and quantified by comparing the dynamic properties of the models with the building dynamic response obtained by the experimental tests. The main outcomes of the analyses highlight that different proposals provide a great variability for the strut width. This brings to a large variability of the mechanical properties of the equivalent struts, and as a consequence, the modelling choice also influences the dynamic behaviour of the numerical models. Currently, this represents a serious issue for the daily designers’ activity. The outcomes provided in the paper, although established for a specific case study, can be extended to a wide range of buildings and should drive the future research studies in order to provide more robust criteria for the modelling of this worldwide building class.
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Rouhani, Farzad, Lan Lin, and Khaled Galal. "Developing a plastic hinge model for reinforced concrete beams prone to progressive collapse." Canadian Journal of Civil Engineering 45, no. 6 (June 2018): 504–15. http://dx.doi.org/10.1139/cjce-2016-0326.
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It is known that building structures would undergo nonlinearity during progressive collapse. Given this, modelling the nonlinear behaviour of structural members is critical for assessing their resistance. The objective of this study is to develop the nonlinear modelling parameters of reinforced concrete (RC) beams for the progressive collapse analysis. To achieve this, three types of RC moment-resisting buildings located in high, moderate, and low seismic zones in Canada are designed. Nonlinear pushdown analyses are then conducted on 27 three-dimensional finite element models using ABAQUS to examine the case that one column on the ground level is removed. Based on the analysis results, an idealized moment-rotation curve for modelling the plastic hinge in beams with different ductility is proposed. In comparison with the 2013 GSA modelling parameters, smaller chord rotations are observed from the detailed finite element analysis.
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Bljuger, F. "Models of reinforced concrete structures for reliability analysis." Structural Safety 2, no. 3 (January 1985): 215–24. http://dx.doi.org/10.1016/0167-4730(85)90028-1.
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Zhang, Jianwei, Wenbin Zheng, Cheng Yu, and Wanlin Cao. "Shaking table test of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars." Advances in Structural Engineering 21, no. 15 (May 19, 2018): 2282–98. http://dx.doi.org/10.1177/1369433218772350.
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In this study, five 1/4 scaled shaking table tests were conducted to investigate the seismic performance of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars. The five tested coupled shear walls included three models with normal opening ratio (19%) and two models with large hole ratio (27%). The three models with normal opening included one model with single layer of web reinforcement, two models with single layer of web reinforcement and 75° inclined steel bars in the limbs’ web or at the bottom. Two reinforced concrete coupled shear walls with large hole and single row of reinforcements also were tested with inclined reinforcements or without them. The dynamic characteristics, dynamic response, and failure mode of each model were compared and analyzed. The test and analysis results demonstrate that the inclined steel bars are identified as an efficient means of limiting overall deformation, increasing energy dissipation, and reducing the possible damage by earthquake for reinforced concrete coupled shear walls with single layer of web reinforcement. Thus, reinforced concrete coupled shear walls with inclined steel bars have better seismic performance than reinforced concrete coupled shear walls without inclined steel bars. With appropriate design, reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars can be applied in multi-story buildings.
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Liu, Yang, Hao Wu, Qiao Yu, Yun Li, Jianan Li, and Lingzhi Li. "Seismic Performance of Grille-Type Steel Plate Concrete Composite Walls with Application in a Super-High-Rise Building." Applied Sciences 11, no. 16 (August 18, 2021): 7580. http://dx.doi.org/10.3390/app11167580.
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The grille-type steel plate concrete composite wall (GSPCW) is an innovative shear wall system that mainly consists of steel faceplates, steel tie plates and infilled concrete. Compared to traditional steel plate concrete composite shear walls, the advantages of GSPCW walls include: (1) relatively high lateral and buckling resistance; and (2) simple structural measures for convenient construction and implementation. This paper presents the results of extensive numerical investigations regarding GSPCW systems, examining both GSPCW wall components and their application in a super-high-rise building as a case study. First, typical GSPCW wall models are established using DIANA software, and the numerical models are validated on the basis of comparison with results from previously reported experimental tests. The verified models are further used to perform parametric analyses with the aim of further understanding the effects of various design parameters on the seismic performance of GSPCW systems, including steel ratio, axial load ratio, height-to-width ratio, aspect ratio of the grille steel plate, and concrete compressive strength. Second, a super-high-rise building was selected for application to perform a case study of a GSPCW system. The seismic performance of the tall building in the case study was comparatively evaluated on the basis of both nonlinear time history analysis and modal pushover analysis (MPA), and the results from both of these methods validated the use of GSPCW is an efficient structural wall system appropriate for use in super-high-rise buildings. Finally, a simple economic assessment of the GSPCW building was performed, and the results were compared with those obtained for conventional reinforced concrete wall buildings.
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Iqbal, Md Shahid. "Analysis & Designing of Multistorey Building with Steel Plate Shear Wall." International Journal for Research in Applied Science and Engineering Technology 9, no. 8 (August 31, 2021): 2111–22. http://dx.doi.org/10.22214/ijraset.2021.37750.
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Abstract: Structural design and analysis produces the capability of resisting all the applied loads without failure during its intended life. Lateral loads mainly due to earthquake govern the design of high-rise buildings. The interior structural system or exterior structural system provides the resistance to lateral loads in the structure. The present paper describes the analysis and design of high-rise buildings with Steel Plate Shear Wall (SPSW) for (G+20) stories. The properties of Steel plate shear wall system include the stiffness for control of structural displacement, ductile failure mechanism and high-energy absorption. The design and analysis of the composite building with steel plate shear wall is carried out using software ETABS. The present study is to carry out the response spectrum analysis of a high-rise composite building by optimizing the thickness of steel plate shear wall and to compare the results of displacement, story drift, overturning moment and story shear. The models are analyzed by Response Spectrum analysis as per IS 1893:2002. All structural members are designed as per IS 456:2002 & IS 800:2007 considering all load combinations. Keywords: Seismic; Composite; Shear Wall; Earthquake; Reinforced concrete.
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Dameron, Robert A., Serafim G. Arzoumanidis, Steven W. Bennett, and Ayaz Malik. "Seismic Analysis and Displacement-Based Evaluation of the Brooklyn-Queens Expressway, New York." Transportation Research Record: Journal of the Transportation Research Board 1845, no. 1 (January 2003): 213–25. http://dx.doi.org/10.3141/1845-23.
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The Brooklyn–Queens Expressway (BQE), Interstate 278 between Atlantic Avenue and Washington Street in Kings County, is an approximately 1,500-m-long multiple-level highway reinforced concrete structure that was built in 1948. It is an important transportation link in the New York City metropolitan area and serves a daily traffic volume of 122,000 vehicles. The longest portion of the BQE consists of elevated one-, two-, and three-level cantilever structures. They are built into the hillside of Brooklyn Heights in successive levels, set back to provide light and air to three lanes of traffic in each direction. They have a unique configuration consisting of rigid frames supporting the roadways with long cantilevers, serving also as retaining walls supporting the hillside beneath adjacent brick buildings. The reinforced concrete portions of the BQE were modeled with finite elements that explicitly represented the concrete and reinforcement and used nonlinear material models. The displacement performance was determined in cyclic pushover analysis that predicted concrete cracking and reinforcing bar yielding. This performance was compared with recently developed displacement performance criteria to establish displacement capacities. The displacement demands were determined by time history analyses using nonlinear models. The methods and criteria that were used for evaluation of the BQE structures are described, and conclusions that may be applicable to future seismic evaluations using the displacement-based approach are provided. Other project challenges are also discussed, including the seismic effects of adjacent buildings and subway tunnels.
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Kontoni, D. P. N., and A. A. Farghaly. "Stiffness Effects of Structural Elements on the Seismic Response of RC High-Rise Buildings." Archives of Civil Engineering 64, no. 1 (May 17, 2018): 3–20. http://dx.doi.org/10.2478/ace-2018-0001.
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Abstract The stiffness of structural elements (columns, beams, and slabs) significantly contributes to the overall stiffness of reinforced concrete (RC) high-rise buildings (H.R.B.s) subjected to earthquake. In order to investigate what percentage each type of element contributes to the overall performance of an H.R.B. under seismic load, the stiffness of each type of element is reduced by 10% to 90%. A time history analysis by SAP2000 was performed on thirteen 3D models of 12-story RC buildings in order to illustrate the contribution of column stiffness and column cross sections (rectangular or square), building floor plans (square or rectangular), beam stiffness and slab stiffness, on building resistance to an earthquake. The stiffness of the columns contributed more than the beams and slabs to the earthquake resistance of H.R.B.s. Rectangular cross-section columns must be properly oriented in order for H.R.B.s and slender buildings to attain the maximum resistance against earthquakes.
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Crawford, John E. "State of the art for enhancing the blast resistance of reinforced concrete columns with fiber-reinforced plastic." Canadian Journal of Civil Engineering 40, no. 11 (November 2013): 1023–33. http://dx.doi.org/10.1139/cjce-2012-0510.
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Protective design has become a chief concern in the design of some bridges and buildings, particularly related to the requirement that such facilities offer protection from accidental or malicious explosions. In this paper, the enhancement of the blast-resistance capability of reinforced concrete columns using FRP (fiber-reinforced plastic) is examined as a key element in upgrading the protective design of existing buildings and bridges. In this paper, the basic behaviors that need to be considered in blast effects analysis of RC columns for vehicle bomb threats are described. The ability of FRP to address these sorts of risks is shown through the analysis and test results presented. Three crucial points are made: (1) FRP offers a remarkable capability to enhance the blast resistance of existing RC columns, (2) assessing the residual capacity of large columns struck by a blast loading involves consideration of the effects of material damage, and (3) physics-based material models are often needed to capture the concrete behaviors engendered by intense blast loads.
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Liu, Jie Ping, Ling Xin Zhang, and Qing Li Meng. "A Study on 3D Isolation Effect on High-Rise Building Subjected to Near-Field Ground Motions." Advanced Materials Research 150-151 (October 2010): 659–62. http://dx.doi.org/10.4028/www.scientific.net/amr.150-151.659.
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Isolation technology is widely applied in civil engineering nowadays, while it is indicated by seismic damage investigations that the effect of vertical motion on buildings under earthquake couldn’t be ignored. In order to study the 3D isolation effect on high-rise buildings subjected to near-field ground motions, the finite element analysis of an 11-story reinforced concrete frame-shear wall building is conducted, three ground motions are selected, three kinds of structural model are calculated, which are without isolation, with horizontal isolation and with three-dimensional isolation. By analyzing and comparing the seismic response results of models, the 3D isolation effect is studied, and some conclusions are obtained.
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Kohrangi, Mohsen, Paolo Bazzurro, and Dimitrios Vamvatsikos. "Vector and Scalar IMs in Structural Response Estimation, Part I: Hazard Analysis." Earthquake Spectra 32, no. 3 (August 2016): 1507–24. http://dx.doi.org/10.1193/053115eqs080m.
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A realistic assessment of building economic losses and collapse induced by earthquakes requires the monitoring of several response measures, both story-specific and global. The prediction of such response measures benefits from using multiple ground motion intensity measures (IMs) that are, in general, correlated. To allow the inclusion of multiple IMs in the risk assessment process, it is necessary to have a practical tool that computes the vector-valued hazard of all such IMs at the building site. In this paper, vector-valued probabilistic seismic hazard analysis (VPSHA) is implemented here as a post-processor to scalar PSHA results. A group of candidate scalar and vector IMs based on spectral acceleration values, ratios of spectral acceleration values, and spectral accelerations averaged over a period range are defined and their hazard evaluated. These IMs are used as structural response predictors of three-dimensional (3-D) models of reinforced concrete buildings described in a companion paper ( Kohrangi et al. 2016 ).
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D, Deeshma. "Analysis of Seismic Behavior of Multistoried R.C.C Building Resting on Sloping Strata under Seismic Load." International Journal for Research in Applied Science and Engineering Technology 9, no. VI (June 30, 2021): 5293–302. http://dx.doi.org/10.22214/ijraset.2021.36205.
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Construction of RC buildings in preferred locations in the north & eastern hilly regions have increased during the last few decades due to urbanization, population increase, and high influx of tourists. The buildings situated in hilly areas are much more prone to seismic environment in comparison to the buildings that are located in flat regions. Structures on slopes differ from other buildings since they are irregular both vertically and horizontally and therefore susceptible to severe damage when subjected to seismic action. The columns of ground storey have varying height due to sloping ground. This paper presents the comparative analysis of various configurations of 15 storied building with to be found on varying slope with different plan and different structural arrangements situated on seismic zone IV. This study compares various reinforced concrete models framed and analysed their response against dynamic loading to identify and struggle the worst possible scenario. The study is carried out for a combination of three different slopes and different building configuration by response spectrum analysis method and various parameters are compared against various constraints.
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Fomin, Stanislav, Yurii Bondarenko, Serhii Butenko, and Serhii Koliesnikov. "Major Issues of Theory and Practice of Fire Resistance of Reinforced Concrete Structures and Buildings." Materials Science Forum 1006 (August 2020): 136–42. http://dx.doi.org/10.4028/www.scientific.net/msf.1006.136.
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The basic problems of the theory such as principle of assigning classes of fire resistance, reliability issues, alternative approach to calculation methods, mathematical models of concrete and reinforcement deformation diagram, numerical modelling techniques, temperature analysis and calculation of mechanical work of structural system in fire conditions have been considered. It is revealed that the real practical problem is the lack of professional training of civil engineers in Ukraine and abroad.
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Özmen, Cengiz. "Reconciling Architectural Design with Seismic Codes." Prostor 29, no. 1 (61) (June 30, 2021): 42–55. http://dx.doi.org/10.31522/p.29.1(61).4.
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Seismic codes include strict requirements for the design and construction of mid-rise reinforced concrete residential buildings. These requirements call for the symmetric and regular arrangement of the structural system, increased cross-sections for columns, and the introduction of shear walls to counteract the effects of lateral seismic loads. It is challenging for architects to reconcile the demands of these codes with the spatial arrangement and commercial appeal of their designs. This study argues that such reconciliation is possible through an architectural analysis. First, the effectiveness of applying the seismic design principles required by the codes is demonstrated with the comparative analysis of two finite element models. Then three pairs of architectural models, representing the most common floor plan arrangements for such buildings in Turkey, are architecturally analyzed before and after the application of seismic design principles in terms of floor area and access to view. The results demonstrate that within the context defined by the methodology of this study, considerable seismic achievement can be achieved in mid-rise reinforced concrete residential buildings by the application of relatively few, basic design features by the architects.
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De Angelis, Alessandra, Francesco Tariello, Rosa Francesca De Masi, and Maria Rosaria Pecce. "Comparison of Different Solutions for a Seismic and Energy Retrofit of an Auditorium." Sustainability 13, no. 16 (August 5, 2021): 8761. http://dx.doi.org/10.3390/su13168761.
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The increasing attention paid to climate change has boosted scientific research in the matter of energy refurbishment of existing public buildings. However, the design of the intervention must be integrated with structural upgrading when the constructions are located in seismic zones. Indeed, in Italy, as in other seismically active countries, the structural damage, observed after earthquakes, underlines the increase in economic losses for buildings retrofitted only for energy saving. In this framework, the paper introduces an integrated approach for selecting retrofit actions aimed at improving both the seismic and energy performance, starting from a detailed in situ analysis with which dynamic energy and structural simulation models are constructed. The case study is an auditorium erected in 1982 with a reinforced concrete structure inside a masonry ring wall of an ancient building. A step-by-step analysis of each component role in the structural and energy performance of the building is proposed. The results indicate that the proposed approach can help to determine the best technical solution, and the integrated design leads to saving 10% of the cost of the works.
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Oliveira, D. M., N. A. Silva, C. F. Bremer, and H. Inoue. "Considerations about the determination of γz coefficient." Revista IBRACON de Estruturas e Materiais 6, no. 1 (February 2013): 75–100. http://dx.doi.org/10.1590/s1983-41952013000100005.
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In this work, the γz coefficient, used to evaluate final second order effects in reinforced concrete structures, is studied. At the start, the influence of the structural model in determination of γz coefficient is evaluated. Next, a comparative analysis of γz and B2 coefficient, usually employed to evaluate second order effects in steel structures, is performed. In order to develop the study, several reinforced concrete buildings of medium height are analysed using ANSYS-9.0 [1] software. The results show that simplified analysis provide more conservative values of γz. It means that, for structures analysed by simplified models, large values of γz don't imply, necessarily, in significant second order effects. Furthermore, it was checked that γz can be determinated from B2 coefficients of each storey of the structures and that, for all the analysed buildings, the average values of the B2 coefficients are similar to γz.
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Arroyo, Orlando, Abbie Liel, and Sergio Gutiérrez. "Practitioner-friendly design method to improve the seismic performance of RC frame buildings." Earthquake Spectra 37, no. 3 (February 3, 2021): 2247–66. http://dx.doi.org/10.1177/8755293020988019.
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Reinforced concrete (RC) frame buildings are a widely used structural system around the world. These buildings are customarily designed through standard code-based procedures, which are well-suited to the workflow of design offices. However, these procedures typically do not aim for or achieve seismic performance higher than code minimum objectives. This article proposes a practical design method that improves the seismic performance of bare RC frame buildings, using only information available from elastic structural analysis conducted in standard code-based design. Four buildings were designed using the proposed method and the prescriptive approach of design codes, and their seismic performance is evaluated using three-dimensional nonlinear (fiber) models. The findings show that the seismic performance is improved with the proposed method, with reductions in the collapse fragility, higher deformation capacity, and greater overstrength. Furthermore, an economic analysis for a six-story building shows that these improvements come with only a 2% increase in the material bill, suggesting that the proposed method is compatible with current project budgets as well as design workflow. The authors also provide mathematical justification of the method.
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Harirchian, Ehsan, Vandana Kumari, Kirti Jadhav, Rohan Raj Das, Shahla Rasulzade, and Tom Lahmer. "A Machine Learning Framework for Assessing Seismic Hazard Safety of Reinforced Concrete Buildings." Applied Sciences 10, no. 20 (October 14, 2020): 7153. http://dx.doi.org/10.3390/app10207153.
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Although averting a seismic disturbance and its physical, social, and economic disruption is practically impossible, using the advancements in computational science and numerical modeling shall equip humanity to predict its severity, understand the outcomes, and equip for post-disaster management. Many buildings exist amidst the developed metropolitan areas, which are senile and still in service. These buildings were also designed before establishing national seismic codes or without the introduction of construction regulations. In that case, risk reduction is significant for developing alternatives and designing suitable models to enhance the existing structure’s performance. Such models will be able to classify risks and casualties related to possible earthquakes through emergency preparation. Thus, it is crucial to recognize structures that are susceptible to earthquake vibrations and need to be prioritized for retrofitting. However, each building’s behavior under seismic actions cannot be studied through performing structural analysis, as it might be unrealistic because of the rigorous computations, long period, and substantial expenditure. Therefore, it calls for a simple, reliable, and accurate process known as Rapid Visual Screening (RVS), which serves as a primary screening platform, including an optimum number of seismic parameters and predetermined performance damage conditions for structures. In this study, the damage classification technique was studied, and the efficacy of the Machine Learning (ML) method in damage prediction via a Support Vector Machine (SVM) model was explored. The ML model is trained and tested separately on damage data from four different earthquakes, namely Ecuador, Haiti, Nepal, and South Korea. Each dataset consists of varying numbers of input data and eight performance modifiers. Based on the study and the results, the ML model using SVM classifies the given input data into the belonging classes and accomplishes the performance on hazard safety evaluation of buildings.
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Ali, MS Mohamed. "Analytical models to predict structural behaviour of reinforced concrete beams bonded with prestressed fibre-reinforced polymer laminates." Advances in Structural Engineering 21, no. 4 (October 6, 2017): 532–44. http://dx.doi.org/10.1177/1369433217732666.
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The strengthening of reinforced concrete members with prestressed fibre-reinforced polymer laminates has been investigated by researchers due to major improvements in member serviceability characteristics. Currently, analytical models generally employ mostly empirical procedures in predicting member behaviour, and as a result, the analytical results exhibit poor correlation to experimental investigations. In this article, an analytical model is developed using new and existing theoretical techniques to critically analyse strengthened reinforced concrete beams for a range of loading scenarios to generate moment–rotation and load–deflection relationships. The prestress level and the intermediate crack debonding strain of the prestressed fibre-reinforced polymer laminate with the inclusion of mechanical end anchorage were highlighted as key parameters within the model. The proposed model adopts closed-form solutions to allow for a wide range of beams with varying steel and fibre-reinforced polymer reinforcement ratios and dimensions. The model incorporates calibrated crack spacing theory to predict the crack width and spacing as well as the length of the cracked region in the beam. The models have good correlation with collected experimental data and thus can be used for the analysis of reinforced concrete beams strengthened with prestressed fibre-reinforced polymer, throughout all stages of loading from serviceability to failure.
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Li, Zhong-Xian, Bo Zhong, Yanchao Shi, Yang Ding, and Yifei Hao. "A computationally efficient numerical model for progressive collapse analysis of reinforced concrete structures." International Journal of Protective Structures 10, no. 3 (June 13, 2019): 330–58. http://dx.doi.org/10.1177/2041419619854768.
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Although marked advancements have been achieved to improve the computer power, progressive collapse analysis of large-scale reinforced concrete structures is still time-consuming or even impractical. In this study, a numerical model is proposed for efficient progressive collapse analysis of reinforced concrete structures. Recent advancements that can accurately and efficiently model the mechanical behavior of structural components are incorporated in the numerical model of reinforced concrete structure. The beams/columns, joint regions, and slabs are modeled by enhanced fiber beam element, macrojoint model, and layered shell element, respectively. In this way, the shear failure of beams/columns, failure of joints, and resistance contribution from floor slab can be taken into account for progressive collapse analysis of reinforced concrete structures. A six-story reinforced concrete frame structure is modeled using the approach proposed in this study. The progressive collapse of the structure is analyzed under column removal and direct blast loading scenarios. For comparison purpose, other popularly used finite element models are also adopted to carry out numerical simulations. The proposed model is proven to yield accurate simulation results with the least cost of time among all models. Based on the proposed model, parametric simulations are performed to investigate effective measures to improve the structural resistance to progressive collapse. It is found that increasing longitudinal reinforcement ratio in beams and columns can increase the catenary action capacity, but hardly increases the compressive arch action capacity. Moreover, the steel mesh reinforcement at top layer of slabs plays a significant role in resisting progressive collapse of reinforced concrete structures, which should be considered in design to resist progressive collapse.
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Shendkar, Mangeshkumar R., Denise-Penelope N. Kontoni, Sasankasekhar Mandal, Pabitra Ranjan Maiti, and Omid Tavasoli. "Seismic Evaluation and Retrofit of Reinforced Concrete Buildings with Masonry Infills Based on Material Strain Limit Approach." Shock and Vibration 2021 (April 5, 2021): 1–15. http://dx.doi.org/10.1155/2021/5536409.
Full textAbstract:
The seismic evaluation and retrofit of reinforced concrete (RC) structures considering masonry infills is the correct methodology because the infill walls are an essential part of RC structures and increase the stiffness and strength of structures in seismically active areas. A three-dimensional four-storey building with masonry infills has been analyzed with nonlinear static adaptive pushover analysis by using the SeismoStruct software. Two models have been considered in this study: the first model is a full RC-infilled frame and the second model is an open ground storey RC-infilled frame. The infill walls have been modeled as a double strut nonlinear cyclic model. In this study, the “material strain limit approach” is first time used for the seismic evaluation of RC buildings with masonry infills. This method is based on the threshold strain limit of concrete and steel to identify the actual damage scenarios of the structural members of RC structures. The two models of the four-storey RC building have been retrofitted with local and global strengthening techniques (RC-jacketing method and incorporation of infills) as per the requirements of the structure to evaluate their effect on the response reduction factor (R) because the R-factor is an important design tool that shows the level of inelasticity in a structure. A significant increase in the response reduction factor (R) and structural plan density (SPD) has been observed in the case of the open ground storey RC-infilled frame after the retrofit. Thus, this paper aims to present a most effective way for the seismic evaluation and retrofit of any reinforced concrete structure through the material strain limit approach.
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Zhang, Pin Le. "Cumulative Damage Investigation of Research Status and Problem Analysis of RC Structure." Applied Mechanics and Materials 166-169 (May 2012): 1446–49. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1446.
Full textAbstract:
Reinforced concrete (RC) structural walls are one of the most commonly used lateral load resisting systems for high-rise buildings in strong seismic regions because of its good lateral resistance. Serious damage occurs when RC structure subjected to strong seismic action. Classified and brief comment of documents concerning damage indices and its calculation methods are conducted. It could be concluded that most of the damage evaluative models can not directly consider the effect of cumulative damage of material to mechanical properties of structure. Suggestions are proposed to improve the accuracy in damage evaluation of RC structure.