Academic literature on the topic 'Column interaction diagrams'
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Journal articles on the topic "Column interaction diagrams"
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Manguki', Indra Dody Kurniawan, Jonie Tanijaya, and Olan Jujun Sanggaria. "Analisis Kekuatan Kolom Beton Bertulang Berdasarkan Diagram Interaksi Kolom." Paulus Civil Engineering Journal 3, no. 2 (June 2, 2021): 125–34. http://dx.doi.org/10.52722/pcej.v3i2.245.
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The column interaction diagram is a boundary area graph showing the various combinations of axial loads and moments that the column can safely hold. The benefit of a column interaction diagram provides an overview of the strength of the column in question. This study aims to analyze rectangular and circular columns using column interaction diagrams and then compare the strength of the columns in withstanding a combination of axial loads and bending moments with the same area. In this study, square and circular columns have the same number of reinforcement, diameter of reinforcement, steel strength, concrete quality, and cross-sectional area. The column is reviewed based on five conditions, namely pure axial load conditions, pure bending moment, and three failure conditions. Based on the five conditions that occurred, a column interaction diagram was created by using Microsoft Excel. Results of the analysis show that in the same area, the square column is stronger in withstanding the bending moment (Mu) of the circular column by 0.015 - 0.61%, while the circular column is stronger in resisting the axial force (Pu) of the square column by 1,9 - 4.4%.
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Safitri, Endah, Iswandi Imran, Nuroji, and Sholihin Asa'ad. "The Effect of Steel Ring Width Variations as the External Confinement on Load-Moment Interaction Behavior of Reinforced Concrete Column." Applied Mechanics and Materials 845 (July 2016): 188–92. http://dx.doi.org/10.4028/www.scientific.net/amm.845.188.
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Nowaday, we require higher capacity and ductility of structural member particulary in reinforced concret column in construction world. One way to improve the ductility and carrying capacity of concrete is confining the concrete. To investigate the effects of external confinement on column capacity, an analytical study is carried out. A steel ring external confinement is used in this study. The stress-strain diagrams design for confined concrete are developed by considering different proposed confined models based on width variations of the steel ring. The test results showed that steel ring are effective as external confinement in confining the concrete. Capability of concrete to support load simultaneously is increasing along the width of the ring. Its effect on column capacity is studied in terms of load – moment interaction diagram of column. The presence of external reinforcement expands the interaction diagram of the column particularly when it is in the compression-controlled region.
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Fenollosa, Ernesto, Iván Cabrera, Verónica Llopis, and Adolfo Alonso. "Non-linear Analysis of Slender High Strength Concrete Column." Civil Engineering Journal 5, no. 7 (July 18, 2019): 1440–51. http://dx.doi.org/10.28991/cej-2019-03091343.
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This article shows the influence of axial force eccentricity on high strength concrete columns design. The behavior of columns made of normal, middle and high strength concrete with slenderness values between 20 and 60 under an eccentric axial force has been studied. Structural analysis has been developed by means of software which considers both geometrical and mechanical non-linearity. The sequence of points defined by increasing values of axial force and bending moment produced by eccentricity has been represented on the cross-section interaction diagram until failure for each tested column. Then, diagrams depicting the relationship between failure axial force and column's slenderness have been drawn. The loss of bearing capacity of the member for normal and middle strength columns when compared with the bearing capacity of their cross-section is more noticeable as axial force eccentricity assumes higher values. However, this situation reverses for high strength columns with high slenderness values. On the basis of results obtained, the accuracy level for the moment magnifier method was checked. Despite the good concordance in most of the cases, it was verified that the moment magnifier method leads to excessively tight results for high strength concrete columns with high slenderness values. In these specific cases, a coefficient which amends the column rigidity is proposed so as to obtain safer values.
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Mahmoud, Khaled Ahmed. "Interaction diagrams and failure criteria for RC columns subjected to high temperature." Journal of Structural Fire Engineering 11, no. 3 (April 23, 2020): 347–78. http://dx.doi.org/10.1108/jsfe-08-2019-0028.
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Purpose Previous works in constructing interaction diagrams have only focused on incorporating transient creep strain implicitly in the ultimate limit strain. The present paper aims to use different approaches to define concrete ultimate limit strain (failure strain) envelops at high temperatures for preloaded and unloaded, confined and unconfined, columns during heating are proposed. These approaches are chosen to understand the effect of using different techniques to determine transient creep strain on the resulted Nu–Mu diagrams. Design/methodology/approach Transient creep strain is included within the concrete ultimate limit strain relationships, implicitly and explicitly, by four different ways, and accordingly, four different failure criteria are suggested. To define the concrete ultimate limit strain, studies are conducted to evaluate the compression strain corresponding to the maximal flexural capacity at elevated temperatures. In the analysis, the thermal and structural analyses are decoupled and, based on the resulted ultimate limit strain, the Nu – Mu diagrams are constructed at different fire exposures. Findings The validity of the proposed model is established by comparing its predictions with experimental results found in the literature. Finally, comparative calculations regarding interaction diagrams obtained by the proposed model and by other methods found in the literature are performed. It was found that the proposed model predictions agree well with experimental results. It was also found that the suggested approaches, which include simplifications, reasonably predicted the exact column capacity. Originality/value The model.
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Lautan Wijaya Nusantara, Johan, Akhmad Aminullah, and Andreas Triwiyono. "Optimization of Reinforced Concrete Column Using Android- based Mobile Application." MATEC Web of Conferences 258 (2019): 02009. http://dx.doi.org/10.1051/matecconf/201925802009.
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Reinforced concrete column has complicated calculations. Designer usually acts trial and error to get the optimum dimension and reinforcement according to the occurred loads. It takes long process and the result is not always be the most economical section. Nowadays smartphone with its various applications is very popular among societies. Besides being more flexible in place and time, smartphone has ease in operation and is commonly used by people. Hence, those advantages can be used to optimize reinforced concrete column quickly and accurately. The application named “C2 App” (Concrete Column Application) had been created by accommodate regulation in Indonesia (SNI 2847:2013). Biaxial calculation used Bresler’s approach, while calculation of slender column applied Moment Magnification Method. The application is able to show interaction diagram, section drawing, and result tables. Moreover, the application was equipped with local database, and detailed calculations in pdf format to support the real project. Validation was done with computer-based software named CSiCol and ASDIP Concrete, whereas the optimization result was compared with other designs which used ACI Diagrams and Particle Swarm Optimization method. The application was pretty accurate and could provide a more economical section.
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Landingin, Jaime, Hugo Rodrigues, Humberto Varum, António Arêde, and Aníbal Costa. "Comparative Analysis of RC Irregular Buildings Designed According to Different Seismic Design Codes." Open Construction and Building Technology Journal 7, no. 1 (December 30, 2013): 221–29. http://dx.doi.org/10.2174/1874836801307010221.
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The present paper presents a comparison of seismic provisions of three seismic design codes, the Philippine code, Eurocode 8 and the American code, to the most common ordinary residential frames of standard occupancy. Regular and irregular reinforced concrete frames were analyzed and compared for four storey building types. The response spectrum and the seismic parameters of NSCP 2010 were considered for the horizontal load action with different load combinations. Response spectrum analysis and equivalent lateral force analysis were performed using SAP2000 software package. Five representative columns for each RC frame structure were analyzed. Based on the results of column axial load - bending moment interaction diagrams, EC8 was found to be conservative when compared to NSCP 2010 and 2009 IBC. The conclusion is that for the design and analysis of ordinary RC residential buildings with certain irregularity, EC8 provisions were considered to be safer.
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Maroušková, Aneta, and Jan Kubát. "SOLID BURNT BRICKS’ TENSILE STRENGTH." Acta Polytechnica CTU Proceedings 13 (November 13, 2017): 75. http://dx.doi.org/10.14311/app.2017.13.0075.
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This paper deals with experimental testing of solid burnt bricks and mortar in pure (axial) tension. The obtained working diagrams will be further use for a detailed numerical analysis of whole brick masonry column under concentric compressive load. Failure mechanism of compressed brick masonry column is characterized by the appearance and development of vertical tensile cracks in masonry units (bricks) passing in the direction of principal stresses and is accompanied by progressive growth of horizontal deformations. These cracks are caused by contraction and interaction between two materials with different mechanical characteristics (brick and mortar). The aim of this paper is more precisely describe the response of quasi-brittle materials to uniaxial loading in tension (for now only the results from three point bending test are available). For these reasons, bricks and mortar tensile behavior is experimentally tested and the obtained results are discussed.
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Paramasivam, P., and D. P. Thambiratnam. "Strain distribution in steel base plates under eccentric loads." Journal of Strain Analysis for Engineering Design 24, no. 3 (July 1, 1989): 173–83. http://dx.doi.org/10.1243/03093247v243173.
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Experiments have been conducted on steel column base plates subjected to eccentric loads and the strain distributions in the base plates at various stages of loading have been determined. The thickness of the base plate and the eccentricity of load have been treated as parameters. Test results for the maximum bending strains, which always occurred at the column–base plate junction on the side of the load, compare reasonably well with those from a finite element analysis. However, the present results for the bending strains in the cantilever portions of the base plates which failed by yielding are greater than those obtained from classical theory, which is, therefore, seen to be conservative for these cases. Longitudinal and lateral strain distributions, strain contour plans, maximum bending strain variation with load, and interaction diagrams are presented and the results discussed. From these results it is evident that flexible base plates, especially when loaded at higher eccentricities, behave somewhat differently from what is assumed in classical methods.
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AlNajmi, Laith, and Farid Abed. "Evaluation of FRP Bars under Compression and Their Performance in RC Columns." Materials 13, no. 20 (October 13, 2020): 4541. http://dx.doi.org/10.3390/ma13204541.
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The behavior of fiber-reinforced polymer (FRP) bars under compression is not fully understood yet due to the limited research in this area. However, the long-term durability, weathering resistance, and exceptional mechanical properties of FRP bars justify the need for their use in compression members. The main objectives of this study are to evaluate the mechanical properties of glass FRP (GFRP) and basalt FRP (BFRP) bars under compression and examine their performances as main longitudinal reinforcements in reinforced concrete (RC) columns. In the first part of this research, a series of static compression tests were conducted on GFRP and BFRP bars of different diameters. The second part of this research numerically investigated the behavior of FRP-RC columns under concentric and eccentric loading using the mechanical properties of the FRP bars obtained experimentally. Nonlinear finite element models were developed to simulate the compressive behavior of the concrete columns reinforced with GFRP and BFRP bars. The FE models were verified with the experimental results conducted previously. The verified FE models are then utilized to conduct a parametric analysis considering two different column geometries and cross-sections, five reinforcement ratios, two concrete compressive strengths, three types of ties materials, and several loading eccentricities to develop a set of interaction diagrams that may provide valuable data for design purposes. The results indicated that the FRP bars could have a significant contribution to the overall capacity of FRP-RC columns by up to 35% of the total force at failure, depending on the reinforcement ratio. The performance of both the GFRP- and BFRP-RC columns was almost similar in terms of capacity, deflection, and bar strength contribution.
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Al-Sherrawi, Mohannad Husain, and Hamza M. Salman. "Construction of N-M Interaction Diagram for Reinforced Concrete Columns Strengthened with Steel Jackets Using Plastic Stress Distribution Method." Civil Engineering Journal 3, no. 10 (November 4, 2017): 929. http://dx.doi.org/10.28991/cej-030926.
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No attempts have been made in developing the N-M interaction diagram for reinforced concrete columns strengthened with steel jackets using the plastic stress distribution method. Therefore, this paper presents an analytical model to construct the N-M interaction diagram for reinforced concrete columns strengthened with steel jackets using the plastic stress distribution method after assuming the behavior of strengthened column to be like composite column and including the effects of confinement on concrete compressive strength. The proposed model was compared with experimental results. The comparisons showed that the model is conservative and it reveals the ultimate strength of the strengthened column. A parametric study has been also carried out to investigate the influence of various parameters on the N-M interaction diagram of the strengthened column. These parameters were: dimensions of steel angle, yield stress of the steel angles, concrete compressive strength and the size of the reinforcement bars used in RC columns. The results made clear the effects of these parameters on the N-M interaction diagram, and encouraged the use of the model in preliminary strengthening studies.
Dissertations / Theses on the topic "Column interaction diagrams"
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ALVES, EVELYN GABBAY. "INTERACTION DIAGRAMS FOR THE DESIGN OF HIGH STRENGTH CONCRETE SLENDER COLUMNS AND CROSS-SECTIONS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2000. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1784@1.
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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICOA utilização do concreto de alta resistência já é uma realidade e muitos países estão adaptando suas normas para levar em conta as propriedades deste material. No dimensionamento de pilares esbeltos e seções com concreto de alta resistência é importante observar a relação tensão- deformação adotada no cálculo, pois enquanto para o concreto convencional a deformação máxima, ecu, é 0,0035, para o de alta resistência esta deformação depende do valor da resistência do concreto, diminuindo com o aumento do fck. Para um concreto com fck = 80 MPa, por exemplo, ecu é em torno de 0,0022 de acordo com as relações tensão - deformação propostas pelo MC90-CEB. A relação tensão- deformação com ecu dependente de fck irá alterar os diagramas de interação adimensionais para o dimensionamento de pilares esbeltos e concreto de alta resistência. São construídos neste trabalho diagramas de interação força normal - momento fletor - curvatura (n,m,f) e força normal - momento fletor - índice de esbeltez (n,m,l) para o dimensionamento de pilares esbeltos e diagramas de interação (nd,md) e (nd,mdx,mdy) para o dimensionamento de seções submetidas a flexão composta reta e oblíqua. Adotou- se a relação tensão-deformação proposta pelo MC90-CEB e valores de fck de 50 a 80 MPa. Os diagramas para pilares esbeltos foram construídos com auxílio do programa PCFRAME (KRÜGER, 1989) e os diagramas para o dimensionamento de seções foram construídos com um programa desenvolvido neste trabalho. Através dos resultados, observa-se que, como ecu depende de fck, todos os diagramas de interação sofreram diferenças, podendo ser dito ainda que o uso dos diagramas já existentes, construídos com ecu constante e igual a 0,0035, pode conduzir a erros contra a segurança estrutural.
The use of high strength concrete is already a reality and many countries are adapting their design codes to take into account the properties of this material. For the design of slender columns and sections subjected to combined axial force and bending, the most important property is the stress-strain relationship. While for normal concrete the strain at ultimate, ecu, can be considered constant and equal to 0,0035, for high strength concrete ecu depends on the concrete strength, decreasing as the strength increases. For a concrete with fck of 80 MPa, for instance, ecu is around 0,0022 according to the CEB Model Code (1990). Stress-strain relationship with ecu dependent of fck will affect the nondimensional interaction diagrams for the design of slender columns and sections of high strength concretes. Nondimensional interaction diagrams moment-axial load-curvature (m,n,f) and diagrams moment-axial load- slenderness ratio (m,n,l), for the design of slender columns, and nondimensional interaction diagrams (md,nd) and (nd,mdx,mdy) , for compression plus axial and biaxial bending of sections, are constructed in this work. The diagrams were constructed for concretes with strength between 50 MPa and 80 MPa, adopting suitable stress-strain relationships recommended by the CEB Model Code 1990. The diagrams for slender columns were constructed with the aid of an existing computational program developed in an earlier thesis, while the diagrams for the design of sections were constructed with a new program, specially developed in this work. The results have shown that all these diagrams are affected, even when presented in a nondimensional form, when stress-strain diagrams with ecu dependent of fck are adopted. The use of traditional nondimensional interaction diagrams, constructed with ecu constant and equal to 0,0035, may lead to errors against structural safety.
La utilización del concreto de alta resistencia es una realidad actual y muchos países estan adaptando sus normas para tener en cuenta las propiedades de este material. En el dimensionamiento de pilares esbeltos y secciones con concreto de alta resistencia es importante observar la relación tensión-deformación que se adopta en el cálculo, porque mientras para el concreto convencional la deformación máxima, ecu, es 0,0035, para el de alta resistencia esta deformación depende del valor de la resistencia del concreto, diminuyendo con el aumento del fck. Para un concreto con fck = 80 MPa, por ejemplo, ecu es en torno de 0,0022 de acordo con las relaciones tensión - deformación propostas por el MC90-CEB. La relación tensión- deformación con ecu dependente de fck alterará los diagramas de interacción adimensionales para el dimensionamiento de pilares esbeltos y concreto de alta resistencia. En este trabajo se construyen diagramas de interacción fuerza normal - momento flector - curvatura (n,m,f) y fuerza normal - momento flector - índice de esbeltez (n,m,l) para el dimensionamiento de pilares esbeltos y diagramas de interacción (nd,md) y (nd,mdx,mdy) para el dimensionamiento de secciones sometidas a flexión compuesta recta y obliqua. se adoptó la relación tensión-deformación propuesta por el MC90-CEB y valores de fck de 50 la 80 MPa. Los diagramas para pilares esbeltos fueron construidos con auxilio del programa PCFRAME (KRÜGER, 1989) e implementamos un programa para obtener los diagramas para el dimensionamiento de las secciones. A través de los resultados se observa que, como ecu depende de fck, todos los diagramas de interacción sufren diferencias, y puede decirse que el uso de los diagramas construidos con ecu constante e igual la 0,0035, pueden conducir a errores que afectan la seguridad extructural.
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Widjaja, Matius Andy. "The Influence of the Recommended LRFD Guidelines for the Seismic Design of Highway Bridges on Virginia Bridges." Thesis, Virginia Tech, 2003. http://hdl.handle.net/10919/31453.
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The influence of the recommended LRFD Guidelines for the seismic design of highway bridges in Virginia was investigated by analyzing two existing bridges. The first bridge has prestressed concrete girders and is located in the Richmond area. The second bridge has steel girders and is located in the Bristol area. The analysis procedure for both bridges is similar. First the material and section properties were calculated. Then the bridge was modeled in RISA 3D. Live and dead load were imposed on the bridge to calculate the cracked section properties of the bridge. The period of vibration of the bridge was also calculated. After the soil class of the bridge was determined, the design response spectrum curve of the bridge was drawn. The spectral acceleration obtained from the design spectrum curve was used to calculate the equivalent earthquake loads, which were applied to the superstructure of the bridge to obtain the earthquake load effects. Live and dead loads were also applied to get the live and dead load effects. The combined effects of the dead, live and earthquake loads were compared to the interaction diagram of the columns and moment strength of the columns. The details of the bridge design were also checked with the corresponding seismic design requirement.A parametric study was performed to explore the effects of different column heights and superstructure heights in different parts of Virginia. The column longitudinal reinforcing was increased to satisfy the bridge axial loads and moments that are not within the column interaction diagram.Master of Science
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Čížová, Kateřina. "Zesílení nosných částí výrobní haly." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-371825.
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The diploma thesis deals with the strenghtening of the supporting parts of the production hall in Drásov. In the first part the existing load bearing capacity of the structure is solved. The next step is to design of strenghtening variants for nonconforming columns and short corbel. Columns and short corbel are strenghtening with monostrand. At the end of the thesis, verification of the load bearing capacity of the strenghtening structure is performed.
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Kurpel, Juraj. "Návrh betonové konstrukce pozemní stavby." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240206.
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The aim of this thesis is to design a load-bearing structure for the ultimate and serviceability limit state of a civil building. The structure is designed as a cast-in-place concrete structure, composed of columns and floor slabs. The building has total of 5 floors, two are under-ground and three above-ground. The thesis contents of a structural design and design options, structural design report for load-bearing elements, processing of the drawings, details, visualizations. Internal forces calculation is carried out in SCIA Engineer and validated by the moment accumulation method for slabs. The columns are assessed by interaction diagrams, one is verified by hand calculation. The resulting internal forces are taken from the computational programme. Foundations are not subject for solution.
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Hůrka, Jiří. "Nosná konstrukce nemocničního pavilonu." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2015. http://www.nusl.cz/ntk/nusl-227807.
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The thesis is focused on the design and assessment of selected elements of load-bearing structure of hospital pavilion. This pavilion consisted of board frame with additionally lined self-supporting perimeter cover. Selected elements of the structure are locally supported slab, columns, foundation pad and staircase . Computational model was assembled of the software RFEM5. Internal forces locally supported slab were verified by manual calculation. The design documentation consist of engineering report, structural analysis and shape and reinforcements drawings of selected structural elements.
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Jirčík, Jakub. "Přístavba školy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409793.
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The content of the thesis is a static design of the supporting parts of the extension of the textbook pavilion of the elementary school in Mirošov. The proposed building is a four-storey reinforced concrete monolithic column construction. The ceilings above the first three floors are designed as cross-reinforced slabs with internal girders. The roof slab consists of a monolithic slab with additionally prestressed beams. The internal forces were calculated using SCIA Engeneer 19.0 and these values were subsequently verified by manual calculation. The design followed the applicable European standards. The result of the work is a static assessment of the object and corresponding drawing documentation.
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Polák, Marek. "Vícepodlažní montovaná konstrukce." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2016. http://www.nusl.cz/ntk/nusl-240312.
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The final thesis is focused on reworking hospital pavilion from cast-in-place structure to precast concrete frame. Calculation of internal forces is made by software system SCIA Engineer. Main load-bearing elements are inner beam, outside beam and all columns in axis 2-C. This thesis contains assembly report, structural design, calculations and drawings of the designed parts, joint details, assembly material drawing and hand calculation.
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Niesner, Jakub. "Studie chování železobetonových sloupů zesílených ovinutím FRP tkaninou." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2020. http://www.nusl.cz/ntk/nusl-409801.
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Strengthening of reinforced columns confining by modern composite materials is effective method, allows quickly realized strengthening, without increase dimension of strengthening columns. Just like using reinforcing bars, is the mainly assumption for this method the multi-axis state tension and deducing confining pressure, which will increase strength of concrete. Improved of properties of confining concrete can be determined by using relationships, but there are considerably differences. This diploma theses, dealing with strengthening of circular reinforced columns confinement by external FRP fabric, compared approaches to design of reinforced concrete by confining and using the results of an analytical and numerical study to describe problem of confining concrete and compare factors influencing the final properties of the wrapped concrete.
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Zdražilová, Pavlína. "Vícepatrová skeletová konstrukce administrativní budovy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-372046.
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This diploma thesis deals with design and assessment of selected parts of the reinforced concrete frame of multi-storey administrative building according to the ultimate and serviceability limit state. The aim of this thesis was to design and assess the reinforced concrete structure of a slab above the first floor, one column, a foundation pad and a staircase. In addition to the static calculation, drawing documentation is included. Internal forces were obtained from the 3D model created in computational software Scia Engineer 16.1.
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Michna, Ondřej. "Střešní deska nad parkovištěm mezi bytovými domy." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265477.
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This diploma thesis focuses on the design of roof slab in two options. Internal forces are calculated by software rfem. The thesis also includes design of column, manual calculation and comparision with finite element method and drawings.
Books on the topic "Column interaction diagrams"
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Interaction Diagrams Between Axial Load N and Bending Moment M for Columns Submitted to Buckling: Improvement of Methods Proposed in Standards and Codes. European Communities / Union (EUR-OP/OOPEC/OPOCE), 1993.
Find full textConference papers on the topic "Column interaction diagrams"
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Mustafa, G., and A. Ertas. "Nonlinear Interaction of a Parametrically-Excited Coupled Column-Pendulum Oscillator." In ASME 1993 Design Technical Conferences. American Society of Mechanical Engineers, 1993. http://dx.doi.org/10.1115/detc1993-0134.
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Abstract A new vibration absorbing device is introduced for large flexible structures. The bifurcation diagrams obtained for the averaged system, indicate that the system loses stability via two distinct routes. One leading to a saddle-node bifurcation, normally associated with the jump phenomena. The second instability is due to the Hopf bifurcation, that results in amplitude modulated motion of the oscillator. A parameter range has been identified where these bifurcations coalesce. This phenomenon is a strong indicator of existence of homoclinic orbits. In addition to the regular solution branches, that bifurcate from the zero solution, the system also possesses isolated solutions (the so-called “isolas”) that form isolated loops bounded away from zero. As the forcing amplitude is varied, the isolas appear, disappear or coalesce with the regular solution branches. The response curves indicate that the column amplitude shows saturation. The pendulum acts as a vibration absorber over a range of frequency where the column response is saturated. However, there is also a frequency range over which a reverse flow of energy occurs, where the pendulum shows reduced amplitude at the cost of large amplitudes of the column.
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Bilal, Kamel, Mustafa Mahamid, and Cenk Tort. "Effects of Shear Studs in Composite Columns’ P-M Interaction Diagrams." In Structures Congress 2019. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482247.028.
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Hamze, Ahmad Ali, Rasha Al-Taher, Anas Taji, Dana Yazbak, and Farid Abed. "Developing Interaction Diagram for BFRP-RC Short Columns using FEA." In 2019 8th International Conference on Modeling Simulation and Applied Optimization (ICMSAO). IEEE, 2019. http://dx.doi.org/10.1109/icmsao.2019.8880416.
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Li, Guochang, Zhichang Zhan, Zhijian Yang, and Yu Yang. "Finite element analysis of mechanical behavior of concrete-filled square steel tube short columns with inner I-shaped CFRP profiles subjected to bi-axial eccentric load." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6996.
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The concrete-filed square steel tube with inner I-shaped CFRP profiles short columns under bi-axial eccentric load were investigated by the finite element analysis software ABAQUS. The working mechanism of the composite columns which is under bi-axial eccentric load are investigated by using the stress distribution diagram of steel tube concrete and the I-shaped CFRP profiles. In this paper, the main parameters; eccentric ratio, steel ratio, steel yield strength, concrete compressive strength and CFRP distribution rate of the specimens were investigated to know the mechanical behavior of them. The interaction between the steel tube and the concrete interface at different characteristic points of the composite columns were analyzed. The results showed that the ultimate bearing capacity of the concrete-filed square steel tube with inner I-shaped CFRP profiles short columns under bi-axial eccentric load decrease with the increase of eccentric ratio, the ultimate bearing capacity of the composite columns increase with the increase of steel ratio, steel yield strength, concrete compressive strength and CFRP distribution rate. The contact pressure between the steel tube and the concrete decreased from the corner zone to the flat zone, and the contact pressure decreased from the mid-height cross section to other sections.
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Liew, Jat Yuen Richard, Binglin Lai, and Shan Li. "Finite element analysis of concrete-encased steel composite columns with off-center steel section." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7005.
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Concrete encased steel composite columns have been widely used in high-rise buildings and top-down constructions owning to excellent load-carrying capacity and fire resistance. However, double symmetric composite section is rarely achieved due to the off-center eccentricity of steel kingpost, which is a common problem in top-down constructions. EN1994-1-1 (EC4) simplified method does not provide any explicit provisions for this kind of irregular composite columns, and many designers address this issue by reducing it into a symmetrical cross-section for ease of simple calculation. This paper presents a general method based on nonlinear finite element modelling software ABAQUS to analyze the ultimate strength behavior of concrete-encased composite columns with asymmetrically placed steel section. The accuracy of the FE model is verified against existing test results. Parametric study is performed to further investigate the influence of steel section eccentricity on ultimate strength of stub columns under different loading conditions. A simplified method based on modification of EC4 design approach is developed to construct the moment-axial force interaction diagram. Accuracy of the proposed method is assessed by comparing the analytically predicted results with the numerical results. It is found that the proposed method can be adopted as a useful tool to predict the cross-section resistance of non-symmetrical concrete-encased steel composite columns.
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Shen, Li, and Jiu Hui Wu. "Theoretical and Experimental Study on Phononic Crystal Structures for Low-Frequency Noise Reduction in the Brake." In ASME 2013 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/imece2013-62423.
Full textAbstract:
Phononic crystal is an artificial periodic structure in which elastic constants distribute periodically. In this paper, a two dimensional Bragg scattering phononic crystal was introduced into low-frequency noise reduction facility in the brake originally. Through the theoretical analysis by using Plane-wave Expansion Method to obtain the band diagram of a phononic crystal with holes periodically arranged in the 45 carbon steel plate and establishing the equivalent model in motion as the brake, we find an approximate bandgap between 0–5400Hz in the low-frequency range while the complete static bandgaps are distributed in the high-frequency range. It is believed that this kind of extremely low-frequency bandgap is due to the combination of the vibration of a single scatter and the interaction among scatters. In order to demonstrate the theory, contrastive experiment was taken. Noise spectrum diagram of the origin plate without holes was obtained in the first experiment. According to the equivalent model, the two dimensional air column/steel matrix phononic crystal structure in which filling rate was 40% was designed to apply in the test apparatus so that the frequency range (2050 to 2300Hz) of strong noise would be involved in this bandgap. Moreover, the noise in the whole frequency range (0–2550Hz) went down. This phenomenon proved that experiment result was coincident with theoretic consequence. The maximum decreasing amplitude of the noise reached as much as 25dB and the average decreasing amplitude was about 13dB from 2050 to 2300 Hz. In a word, this bandgap which is the combination effect of structure periodicity or the Mie scattering has an obvious extremely low-frequency characteristic in noise and vibration control in the brake.
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Jung, Se-Kwon, Joseph Harrold, and Nawar Alchaar. "Non-Iterative Reinforced Concrete Design Methodology for Combined Axial Force and Bending Moment." In ASME 2012 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/pvp2012-78372.
Full textAbstract:
This paper presents a non-iterative reinforced concrete design methodology that can be used to design structural components such as beam-columns, walls and slabs of reinforced concrete structures subjected to combined axial force and bending moment. The paper demonstrates that the required reinforcing area of a demand point (paired axial force and bending moment) on the interaction diagram can be accurately computed by 1) constructing two non-dimensionalized capacity curves approximated by a combination of polygon segments that are expected to bound all possible design cases including the demand point, 2) dividing the area enclosed by the lower- and upper-bound capacity segments into several four-sided capacity polygons, 3) locating a capacity polygon where the demand point is located and identifying associated lower- and upper-bound capacity segments, 4) identifying a capacity segment that passes through the demand point by linear interpolation from the given two bounding segments, and finally 5) determining the required reinforcing area for the demand point by linear interpolation between the minimum and maximum reinforcing ratios associated with the pre-defined lower- and upper-bound capacity segments, respectively. This essentially eliminates a cumbersome need to perform iterative trial and error solutions to obtain the required reinforcing area for the combined axial force and moment concrete design. Illustrative design examples per ACI 349 and ACI 359 are presented within the paper.