Tesis sobre el tema "Slender beam"
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Chung, Kwok Fai. "The elastic distortional and local plate buckling of slender web beam". Thesis, Imperial College London, 1988. http://hdl.handle.net/10044/1/7860.
Texto completoPerea, Tiziano. "Analytical and experimental study on slender concrete-filled steel tube columns and beam-columns". Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/37303.
Texto completoPettersson, Frida. "A Study on the Behavior of Deep, Slender Wide Flange Steel Beam-Column Members in Seismic Applications". University of Cincinnati / OhioLINK, 2016. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1455209092.
Texto completoChemrouk, Mohamed. "Slender concrete deep beams : behaviour, serviceability and strength". Thesis, University of Newcastle upon Tyne, 1988. http://hdl.handle.net/10443/3103.
Texto completoPandey, Anupam. "Bending, Creasing, and Snapping of Soft, Slender Structures". Thesis, Virginia Tech, 2014. http://hdl.handle.net/10919/49689.
Texto completoMaster of Science
Wong, Ha Hang Aaron. "Buckling and stability of slender reinforced concrete deep beams". Thesis, University of Newcastle Upon Tyne, 1987. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.279763.
Texto completoFolz, Bryan. "Numerical simulation of the non-linear transient response of slender beams". Thesis, University of British Columbia, 1986. http://hdl.handle.net/2429/26287.
Texto completoApplied Science, Faculty of
Civil Engineering, Department of
Graduate
Couto, Carlos André Soares. "Fire design of steel members with class 4 cross-section". Doctoral thesis, Universidade de Aveiro, 2015. http://hdl.handle.net/10773/17375.
Texto completoA presente tese resulta de um trabalho de investigação com o propósito de aumentar o conhecimento do comportamento ao fogo de elementos metálicos com secção transversal de Classe 4, ou seja, suscetíveis à ocorrência de fenómenos de encurvadura local. Os elementos metálicos com secção transversal de Classe 4 são amplamente utilizados na construção metálica por serem soluções bastante atrativas em termos de eficiência e economia de material. No entanto, a verificação da resistência ao fogo destes elementos carece de fórmulas simplificadas que se adequem à mais-valia proporcionada por este tipo de solução. O principal objetivo desta dissertação foca-se no desenvolvimento de metodologias de cálculo para verificação da resistência ao fogo de elementos metálicos com secção transversal de Classe 4 com base em estudos numéricos realizados com elementos finitos de casca recorrendo ao programa SAFIR através de análises material e geometricamente não lineares (GMNIA - geometrically and material non-linear analysis with imperfections). É demonstrado nesta tese que, as fórmulas atualmente propostas no Eurocódigo 3 para verificação da resistência ao fogo de elementos de Classe 4 em situação de incêndio podem ser melhoradas. No que diz respeito à capacidade resistente da secção transversal, a metodologia atual do Eurocódigo 3 subestima a resistência das secções quando constituídas simultaneamente por placas de Classe 4 e de outras classes. Por outro lado, mostra-se que os fenómenos de encurvadura local afetam também as secções de Classe 3 a altas temperaturas. Neste trabalho, ambas as classes foram tratadas como secções transversais esbeltas, tendo sido propostas novas fórmulas para o seu cálculo em situação de incêndio. No caso de vigas com secção transversal esbelta, observa-se que as formulações preconizadas no Eurocódigo 3 são também inadequadas. A proposta para o cálculo da resistência da secção transversal desenvolvida neste trabalho conduz a melhorias na verificação da segurança ao fogo destes elementos mas, não obstante, propõe-se novas expressões que consideram a interação entre a encurvadura local e o fenómeno de encurvadura lateral que ocorre nestas vigas. Assim desenvolveu-se um parâmetro de secção efetiva cuja utilização permite uma verificação ao fogo da encurvadura lateral mais eficiente. Por fim, estudam-se as vigas-coluna com secção transversal esbelta, concluindo-se que as fórmulas de interação do Eurocódigo 3 conduzem simultaneamente a resultados muito conservativos ou fora da segurança. Observou-se que este comportamento se deve essencialmente ao cálculo dos fatores de redução para o comportamento de coluna e viga, mas por outro lado, houve a necessidade de alterar os fatores de interação das curvas para que a verificação da resistência ao fogo destes elementos fosse mais segura.
This thesis is the result of a research work with the purpose of increasing the knowledge on the fire behaviour of steel members with Class 4 cross-section, that is, prone to the occurrence of local buckling phenomena. Steel members with Class 4 cross-section due to their advantages regarding their lightness and efficiency are widely used in steel constructions. However, the verification of the fire resistance of these elements lacks simplified formulas that are in agreement with the added value provided by this type of solutions. The main objective of this thesis aims to develop improved structural fire design rules for the stability check of steel members with Class 4 cross-section based on numerical investigation with shell finite elements carried out with the software SAFIR by performing geometrically and material non-linear analysis with imperfections (GMNIA). It is demonstrated in this work that, the existing design rules preconized proposed in Eurocode 3 for the design of steel members with Class 4 crosssection in case of fire could be improved. In what concerns the cross-sectional capacity, the present methodology of Eurocode 3 underestimates the resistance of the sections when they are built up simultaneous of Class 4 plates and plates of other classes. Moreover, it is demonstrated that local buckling affects also Class 3 cross-sections in case of fire. Thus, in this work, both classes are treated as slender cross-sections and proposals are made for new rules to calculate their capacity in fire situation. For beams with slender cross-sections, it is concluded that the formulae available in Eurocode 3 are also inadequate. The new proposal for the crosssectional resistance calculation leads to improvements in terms of the fire design of these members but, nonetheless, new expressions are proposed that account for the interaction between local buckling and lateral-torsional buckling that occurs in these beams. Accordingly, the effective section factor was developed allowing a better design against lateral-torsional buckling of on beams with slender cross-sections in case of fire. Finally, beam-columns with slender cross-sections are studied, and it is concluded that the present interaction formulae provided by Eurocode 3 leads simultaneous to very conservative or unsafe results. It was observed that this was mainly due to the calculation of the reduction factors for the beam and column behaviour, but besides that, there was the need to change the interaction factors so that the design rules to assess the mechanical resistance of beam-columns in case of fire be safer.
Hall, Eric K. "A study of slender beams: finite deformations, chaotic vibrations, and active control". Diss., Georgia Institute of Technology, 1991. http://hdl.handle.net/1853/12919.
Texto completoZhao, H., R. Wang, Dennis Lam, C.-C. Hou y R. Zhang. "Behaviours of circular CFDST with stainless steel external tube: Slender columns and beams". Elsevier, 2020. http://hdl.handle.net/10454/18141.
Texto completoIn this work, experimental and numerical investigations were performed on the behaviours of circular concrete filled double steel tubular (CFDST) slender columns and beams, in which the external tube employed stainless steel tube. Eighteen specimens, 12 slender columns and 6 beams, were tested to obtain the failure patterns, load versus deflection relationships and strain developments of stainless steel tube. A finite element (FE) model was developed and verified by experimental results. The validated FE model was then employed to investigate the effects of key parameters, including hollow ratio, eccentric ratio and material strength, on the load-carrying capacity. The load distribution among the components and contact stress between steel tube and sandwiched concrete were also analyzed. Finally, the design methods for CFDST, hollow CFST and solid CFST members with carbon steel external tube respectively suggested by Han et al. (2018), Chinese GB 50936-2014 (2014) and AISC 360-16 (2016) were employed to evaluate their applicability for the circular CFDST slender columns and beams with stainless steel outer tube.
The authors gratefully acknowledge the Shanxi Province Outstanding Youth Fund (No. 201701D211006) and the National Natural Science Foundation (No. 51838008).
The full-text of this article will be released for public view at the end of the publisher embargo on 9th Nov 2021.
Kenny, Shawn. "Dynamic pulse buckling of slender beams with geometric imperfections subjected to an axial impact". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2001. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/NQ63478.pdf.
Texto completoPereira, Ana Rita Gomes. "Comportamento ao fogo de vigas-coluna metálicas de secção transversal esbelta". Master's thesis, Universidade de Aveiro, 2016. http://hdl.handle.net/10773/16942.
Texto completoA presente dissertação tem como propósito aumentar o conhecimento do comportamento ao fogo de vigas-coluna metálicas de secção transversal esbelta, isto é, suscetíveis à ocorrência de fenómenos de instabilidade, tais como a encurvadura local, lateral e por flexão. Sabe-se que os elementos metálicos com secção transversal esbelta possuem vantagens em termos de eficiência e economia de material. Esta atratividade faz com que sejam amplamente utilizados na construção. Contudo, a verificação da resistência ao fogo destes elementos carece de fórmulas simplificadas que se adequem a esta solução. O principal objetivo desta dissertação direciona-se na elaboração de um estudo numérico do comportamento ao fogo de vigas-coluna em aço com secção transversal esbelta. Seguidamente, efetuar-se-á uma comparação entre os resultados obtidos numericamente através do método de elementos finitos e as metodologias presentes no Eurocódigo 3, no que se refere especificamente às fórmulas a frio, contidas nas Parte 1-1 e às fórmulas para situação de incêndio na Parte 1-2. No que diz respeito ao estudo numérico, este foi efetuado com elementos finitos de casca recorrendo ao programa SAFIR. É demonstrado que a metodologia presente no Eurocódigo 3 para a verificação da resistência em situação de incêndio pode ser melhorada. Sendo assim, são propostas alterações a nível do cálculo dos fatores de interação. Finalmente, concluiu-se que as fórmulas de interação do Eurocódigo 3 conduzem a resultados fora da segurança ou muito conservativos e que necessitam de ser melhoradas para que seja possível calcular estruturas mais seguras e económicas.
The present thesis aims to increase the knowledge of the fire behaviour of steel beam-columns with slender cross-section, that is, susceptible to the occurrence of instability phenomena, such as local, lateral-torsional and bending buckling. It is known that steel members with slender cross-section have advantages in terms of efficiency and economic material. This attraction makes them widely used in construction. However, the verification of the fire resistance of these members need simplified formulas that are appropriate to this solution. The main objective of this thesis consist in the elaboration of a numerical study of the fire behaviour of steel beam-columns with slender cross-section. Posteriorly, shall be make a comparison between the results obtained numerically with the finite element method and the methodologies in Eurocode 3, which specifically refers to cold formulas, contained in Part 1-1, and fire situation formulas, contained in Part 1-2. Regarding the numerical study, this was made with finite shell elements using the program SAFIR. It is shown that the present methodology in Eurocode 3 for the verification of the resistance in fire situation can be improved. Therefore, some changes are proposed in the calculation of the interaction factors. Finally, it was concluded that the interaction formulas of Eurocode 3 lead to results that may be outside the safety or be very conservative and need to be improved so that becomes possible to calculate safer and more economical structures.
Meier, Christoph Anton [Verfasser], Wolfgang A. [Akademischer Betreuer] [Gutachter] Wall y Ignacio [Gutachter] Romero. "Geometrically exact finite element formulations for slender beams and their contact interaction / Christoph Anton Meier. Betreuer: Wolfgang A. Wall. Gutachter: Wolfgang A. Wall ; Ignacio Romero". München : Universitätsbibliothek der TU München, 2016. http://d-nb.info/1110015119/34.
Texto completoKeerthan, Poologanathan. "Shear behaviour and design of LiteSteel beams". Thesis, Queensland University of Technology, 2010. https://eprints.qut.edu.au/36208/1/Poologanathan_Keerthan_Thesis.pdf.
Texto completoLouf, Jean-François. "Couplage poro-élastique et signaux hydrauliques dans les plantes : approche biomimétique". Thesis, Aix-Marseille, 2015. http://www.theses.fr/2015AIXM4779/document.
Texto completoPlants are constantly subjected to external mechanical loads such as wind or touch and respond to these stimuli by modifying their growth and development. A fascinating feature of this mechanical-induced-growth response is that it is not only local, but also non-local: bending locally a stem or a branch can induce a very rapid modification of the growth far away from the stimulated area, suggesting the existence of a signal that propagates across the whole plant. The nature and origin of this signal is still not understood, but it has been suggested recently that it could be purely mechanical and originate from the coupling between the local deformation of the tissues and the water pressure in the vascular system. The objective of this work is to understand the origin of this hydro/mechanical coupling using a biomimetic approach. Artificial microfluidic branches have been developed, that incorporate the mechanical and hydraulic key features of natural ones. We show that the bending of these branches generates a steady overpressure in the whole system, which varies quadratically with the bending deformation. A simple model based on a mechanism analogue to tube ovalization enables us to predict this non-linear poroelastic response, and identify the key physical parameter at play, namely the elastic bulk modulus of the branch. Further experiments conducted on natural tree branches reveal the same phenomenology. Once rescaled by the model prediction, both the biomimetic and natural branches falls on the same master curve, showing the universality of the identified mechanism for the generation of hydraulic signals in plants
Anderson, Christopher Stuart. "Improving the Structural Dynamics of Slender Beam-like Structures". Thesis, 2003. https://vuir.vu.edu.au/242/.
Texto completoAnderson, Christopher Stuart. "Improving the Structural Dynamics of Slender Beam-like Structures". 2003. http://eprints.vu.edu.au/242/1/02whole.pdf.
Texto completoPatel, Vipulkumar Ishvarbhai. "Nonlinear inelastic analysis of concrete-filled steel tubular slender beam-columns". Thesis, 2013. https://vuir.vu.edu.au/22015/.
Texto completoWalter, Catrina Ann. "Behavior of slender, precast L-shaped spandrel beams". 2008. http://www.lib.ncsu.edu/theses/available/etd-06092008-100425/unrestricted/etd.pdf.
Texto completoGonzalez, Emilio. "Seismic response of diagonally reinforced slender coupling beams". Thesis, 2001. http://hdl.handle.net/2429/11532.
Texto completoAlaskar, Abdulaziz. "Shear Behaviour of Slender RC Beams with Corroded Web Reinforcement". Thesis, 2013. http://hdl.handle.net/10012/7472.
Texto completoYang, Keun-Hyeok, Ashraf F. Ashour y J.-K. Song. "Shear capacity of reinforced concrete beams using neural network". 2007. http://hdl.handle.net/10454/959.
Texto completoOptimum multi-layered feed-forward neural network (NN) models using a resilient back-propagation algorithm and early stopping technique are built to predict the shear capacity of reinforced concrete deep and slender beams. The input layer neurons represent geometrical and material properties of reinforced concrete beams and the output layer produces the beam shear capacity. Training, validation and testing of the developed neural network have been achieved using 50%, 25%, and 25%, respectively, of a comprehensive database compiled from 631 deep and 549 slender beam specimens. The predictions obtained from the developed neural network models are in much better agreement with test results than those determined from shear provisions of different codes, such as KBCS, ACI 318-05, and EC2. The mean and standard deviation of the ratio between predicted using the neural network models and measured shear capacities are 1.02 and 0.18, respectively, for deep beams, and 1.04 and 0.17, respectively, for slender beams. In addition, the influence of different parameters on the shear capacity of reinforced concrete beams predicted by the developed neural network shows consistent agreement with those experimentally observed.
Richardson, TIMOTHY. "Strengthening Damaged Reinforced Concrete Beams and Slender Columns Using Ultra-High Modulus CFRP Plates". Thesis, 2013. http://hdl.handle.net/1974/8310.
Texto completoThesis (Master, Civil Engineering) -- Queen's University, 2013-09-24 12:36:48.352
Jonnalagadda, Yellavenkatasunil. "Reduced Order Structural Modeling of Wind Turbine Blades". Thesis, 2011. http://hdl.handle.net/1969.1/ETD-TAMU-2011-08-10136.
Texto completo