Relevant bibliographies by topics / Non-structural element

Academic literature on the topic 'Non-structural element'

Author: Grafiati
Published: 14 March 2023

Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles

Select a source type:

Contents

Consult the lists of relevant articles, books, theses, conference reports, and other scholarly sources on the topic 'Non-structural element.'

Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.

You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.

Journal articles on the topic "Non-structural element"

1

Demidem, Mustapha, Remdane Boutemeur, Abderrahim Bali, and El-Hadi Benyoussef. "Analysis of Structural and Non-Structural Problems by Coupling of Finite and Infinite Elements." Applied Mechanics and Materials 578-579 (July 2014): 445–55. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.445.

Full text
Abstract:
The main idea of this paper is to present a smart numerical technique to solve structural and non-structural problems in which the domain of interest extends to large distance in one or more directions. The concerned typical problems may be the underground excavation (tunneling or mining operations) and some heat transfer problems (energy flow rate for construction panels). The proposed numerical technique is based on the coupling between the finite element method (M.E.F.) and the infinite element method (I.E.M.) in an attractive manner taking into consideration the advantages that both methods offer with respect to the near field and the far field (good accuracy and sensible reduction of equations to be solved). In this work, it should be noticed that the using of this numerical coupling technique, based on the infinite element ascent formulation, has introduced a more realistic and economic way to solve unbounded problems for which modeling and efficiency have been elegantly improved. The types of the iso-parametric finite elements used are respectively the eight-nodes (Q8) and the four-nodes (Q4) for the near field. However, for the far field the iso-parametric infinite elements used are the eight-nodes (Q8I) and the six-nodes (Q6I).
APA, Harvard, Vancouver, ISO, and other styles
2

Kumar, Mr Santosh, and Mr Nand Kumar Sharma. "Non Structural Element its Behaviour during an Earthquake." International Journal of Engineering Research and Applications 07, no. 07 (July 2017): 26–29. http://dx.doi.org/10.9790/9622-0707072629.

Full text
APA, Harvard, Vancouver, ISO, and other styles
3

Zieliński, A. P., and F. Frey. "On linearization in non-linear structural finite element analysis." Computers & Structures 79, no. 8 (March 2001): 825–38. http://dx.doi.org/10.1016/s0045-7949(00)00193-0.

Full text
APA, Harvard, Vancouver, ISO, and other styles
4

Quintana-Rodríguez, J. A., J. F. Doyle, F. J. Carrión-Viramontes, Didier Samayoa-Ochoa, and J. Alfredo López-López. "Material Characterization for Dynamic Simulation of Non-Homogeneous Structural Members." Key Engineering Materials 449 (September 2010): 46–53. http://dx.doi.org/10.4028/www.scientific.net/kem.449.46.

Full text
Abstract:
Generally, simulation of non-homogeneous materials requires a homogeneous representation with equivalent properties different from the constitutive elements. Determination of the equivalent properties for dynamic simulation is not always a direct and straightforward calculation, as they have to represent, not only the static reactions, but also the dynamic behavior, which depends on a more complex relation of the geometrical (area, inertia moment), mechanical (elastic modulus) and physical (density) properties. In this context, the Direct Sensitivity Method (DSM) is developed to calibrate structural parameters of a finite element model using a priori information with an inverse parameter identification scheme, where parameters are optimized through an error sensitivity function using experimental data with the dynamic responses of the model. Results demonstrate that parameters of materials can be calibrated efficiently from the DSM and that key aspects for this calibration are noise, sensitivity (structural and sensor), and the finite element model representation.
APA, Harvard, Vancouver, ISO, and other styles
5

HASANOV, Sh H. "CRACKING IN SHEET STRUCTURAL ELEMENT UNDER NON-UNIFORM STRESS FIELD." Structural Mechanics of Engineering Constructions and Buildings, no. 4 (August 2017): 19–28. http://dx.doi.org/10.22363/1815-5235-2017-4-19-28.

Full text
APA, Harvard, Vancouver, ISO, and other styles
6

Vershinin, A. V., V. A. Levin, A. V. Kukushkin, and D. A. Konovalov. "Structural analysis of assemblies using non-conformal spectral element method." IOP Conference Series: Materials Science and Engineering 747 (March 17, 2020): 012033. http://dx.doi.org/10.1088/1757-899x/747/1/012033.

Full text
APA, Harvard, Vancouver, ISO, and other styles
7

Boisse, P., J. L. Daniel, and J. C. Gelin. "AC0 three-node shell element for non-linear structural analysis." International Journal for Numerical Methods in Engineering 37, no. 14 (July 30, 1994): 2339–64. http://dx.doi.org/10.1002/nme.1620371402.

Full text
APA, Harvard, Vancouver, ISO, and other styles
8

Shahba, Ahmad, Reza Attarnejad, and Mehran Eslaminia. "Derivation of an Efficient Non-Prismatic Thin Curved Beam Element Using Basic Displacement Functions." Shock and Vibration 19, no. 2 (2012): 187–204. http://dx.doi.org/10.1155/2012/786191.

Full text
Abstract:
The efficiency and accuracy of the elements proposed by the Finite Element Method (FEM) considerably depend on the interpolating functions, namely shape functions, used to formulate the displacement field within an element. In this paper, a new insight is proposed for derivation of elements from a mechanical point of view. Special functions namely Basic Displacement Functions (BDFs) are introduced which hold pure structural foundations. Following basic principles of structural mechanics, it is shown that exact shape functions for non-prismatic thin curved beams could be derived in terms of BDFs. Performing a limiting study, it is observed that the new curved beam element successfully becomes the straight Euler-Bernoulli beam element. Carrying out numerical examples, it is shown that the element provides exact static deformations. Finally efficiency of the method in free vibration analysis is verified through several examples. The results are in good agreement with those in the literature.
APA, Harvard, Vancouver, ISO, and other styles
9

GARCÍA, MANUEL J., MIGUEL A. HENAO, and OSCAR E. RUIZ. "FIXED GRID FINITE ELEMENT ANALYSIS FOR 3D STRUCTURAL PROBLEMS." International Journal of Computational Methods 02, no. 04 (December 2005): 569–86. http://dx.doi.org/10.1142/s0219876205000582.

Full text
Abstract:
Fixed Grid (FG) methodology was first introduced by García and Steven as an engine for numerical estimation of two-dimensional elasticity problems. The advantages of using FG are simplicity and speed at a permissible level of accuracy. Two-dimensional FG has been proved effective in approximating the strain and stress field with low requirements of time and computational resources. Moreover, FG has been used as the analytical kernel for different structural optimization methods as Evolutionary Structural Optimization, Genetic Algorithms (GA), and Evolutionary Strategies. FG consists of dividing the bounding box of the topology of an object into a set of equally sized cubic elements. Elements are assessed to be inside (I), outside (O) or neither inside nor outside (NIO) of the object. Different material properties assigned to the inside and outside medium transform the problem into a multi-material elasticity problem. As a result of the subdivision NIO elements have non-continuous properties. They can be approximated in different ways which range from simple setting of NIO elements as O to complex non-continuous domain integration. If homogeneously averaged material properties are used to approximate the NIO element, the element stiffness matrix can be computed as a factor of a standard stiffness matrix thus reducing the computational cost of creating the global stiffness matrix. An additional advantage of FG is found when accomplishing re-analysis, since there is no need to recompute the whole stiffness matrix when the geometry changes. This article presents CAD to FG conversion and the stiffness matrix computation based on non-continuous elements. In addition inclusion/exclusion of O elements in the global stiffness matrix is studied. Preliminary results shown that non-continuous NIO elements improve the accuracy of the results with considerable savings in time. Numerical examples are presented to illustrate the possibilities of the method.
APA, Harvard, Vancouver, ISO, and other styles
10

Demarie, Giacomo V., Donato Sabia, and Rosario Ceravolo. "Non-Linear Identification of a RC Element Using Time-Frequency Instantaneous Estimators." Key Engineering Materials 413-414 (June 2009): 531–38. http://dx.doi.org/10.4028/www.scientific.net/kem.413-414.531.

Full text
Abstract:
The identification of non-linear systems is an important topic in structural health monitoring of structures undergoing non-stationary behavior. In general, a non-linear or hysteretic response is typical for buildings, bridges, dampers and structural elements not only as a consequence of strong excitations (i. e. earthquake), but also for low to medium loading levels, due to the constitutive behavior of structural elements or joints. This paper focuses on the non-linear identification of a RC beam-column joint, modeled as a SDoF system, subjected to non-stationary loading: the technique used entails the definition of proper instantaneous estimators of the system dynamic properties by using a linear time-varying approximation of the actual system dynamics and representing the structural response in the joint time-frequency domain.
APA, Harvard, Vancouver, ISO, and other styles
More sources

Dissertations / Theses on the topic "Non-structural element"

1

Wong, Fuk-Lun Alexander. "Investigations into non-destructive methods of structural testing using finite element models." Thesis, University of Edinburgh, 1987. http://hdl.handle.net/1842/11956.

Full text
APA, Harvard, Vancouver, ISO, and other styles
2

Ahmed, Khaled I. E. "Finite element modeling of non-linear structural response of transmission towers including bolted joint slippage." Thesis, University of British Columbia, 2007. http://hdl.handle.net/2429/31507.

Full text
Abstract:
Slippage of bolted joints plays an important role in the behavior of transmission tower structures under various loading. Two main types of bolted joints are commonly used in towers; column-to-column and beam-to-column joints. The effect of slippage of the bolted joints on the behavior of transmission towers was previously analyzed using two approximate models; instantaneous and continuous joint slippage models. The previously proposed models of joint slippage implied that joint slippage has little effect on a transmission tower load carrying capacity. These models have also shown that deflections of towers due to slippage are very small compared to the overall deformation. These studies have considered on)y beam-to-column joints, ignoring column-to-column joints. The previous models based on the above assumptions and models based on rigid joint behavior were not able to capture the response of transmission towers under considerable differential settlements caused by frost heave. In this thesis, two common bolted joint types used in transmission tower structure are analyzed and discussed based on a series of full-size tower joint experiments conducted at the University of Manitoba. It is observed that joints stiffness properties such as equivalent modulus of elasticity, yield strength and fracture strength are much lower than that of the connected members. The experimental results also show that previously reported instantaneous and continuous joint slippage models do not accurately simulate the behavior of bolted joints. Two finite element models are proposed in this thesis to simulate the slippage of the two main joint types; column-to-column (type-A joints) and beam-to-column (type-C joints). Stiffness matrices of the new joint finite elements are established with the aid of the experimental data. An elastic geometrically nonlinear finite element code is developed using Fortran 90 to analyze the 3-D response of transmission tower structures taking into account the effect of joint slippage. A graphical user interface based on Visual Basic is attached to the finite element code to allow practicing engineers to input all data, build the tower finite element model and display the tower response in an efficient and convenient manner. The response of a 2-D tower substructure and a 3-D full-scale tower used by Manitoba Hydro is analyzed by using the finite element code. The numerical study shows that slippage of beam-to-column and column-to-column joints have significant effects on the tower load carrying capacity. Column-to-column joint slippage shows the most significant impact on the transmission tower behavior by either reducing the tower load carrying capacity or significantly increasing the tower deflection under working loads. On the other hand, joint slippage has a positive effect on the tower response under frost heave induced displacements as substantial redistribution of tower member forces takes place due to joint slippage and actual member forces are much lower than those predicted by standard structural analysis software based on the rigid joint assumption or simplified slippage models.
Applied Science, Faculty of
Mechanical Engineering, Department of
Graduate
APA, Harvard, Vancouver, ISO, and other styles
3

Chagneau, Anthony. "Méthode de zoom structural étendue aux hétérogénéités non linéaires." Thesis, Montpellier, 2019. http://www.theses.fr/2019MONTS051.

Full text
Abstract:
Une approche multi-échelle introduit une méthode de zoom structural dans une zone d’intérêt, appelé le patch, utilisant uniquement des opérateurs de projection de champs. Les différents comportements dans le patch et dans la structure globale sont pris en compte sans utiliser des paramètres de poids entre énergies locales et globales comme la méthode Arlequin. Notre problème initial est de fiabiliser numériquement la méthode de zoom structural pour le cas linéaire, et plus précisément de choisir un solveur performant sur les espaces de Krylov, ainsi qu’un préconditionnement et une rénumérotation efficaces et adaptés au système à résoudre. Une fois le solveur choisi, cette approche est validée mécanique sur deux essais, un de traction et l’autre de cisaillement. Une étude paramétrique sur le patch est effectué afin d’obtenir une solution acceptable. L’objectif suivant est d’étendre cette approche à des régions comportant des hétérogénéités à comportement non linéaire. On s’est intéressé au comportement élastoplastique. L’hypothèse de départ est de considérer le comportement élastoplastique uniquement à l’intérieur du patch et un comportement élastique sur la structure globale ainsi que sur la zone de raccord. On valide ensuite cette approche avec différents essais comprenant plusieurs défauts et donc plusieurs patchs ainsi que des histoire de chargement différents
A multi-scale approach introduces a structural zoom method into a region of interest, called the patch, using only field projection operators. The different behaviours in the patch and in the overall structure are taken into account without using weight parameters between local and global energies such as the Arlequin method. Our initial problem is to digitally reliable the structural zoom method for the linear case, and more precisely to choose a high-performance solver on Krylov spaces, as well as effective preconditioning and ordering adapted to the system to be solved. Once the solver is chosen, this approach is mechanically validated in the mean of two tests, namely traction and shear. A parametric study of the patch is performed to obtain an acceptable solution. The next objective is to extend this approach to regions with heterogeneities of non-linear behaviour. The method has been reached out for elastoplastic behaviour. Initial hypothesis assumes the elastoplastic behaviour only inside the patch and an elastic behaviour of the overall structure as well as of the gluing area. Finally, this approach is validated with different tests including several faults and therefore several patches as well as different loading history
APA, Harvard, Vancouver, ISO, and other styles
4

Aragao, Almeida Salvio Jr. "Modeling of Concrete Anchors Supporting Non-Structural Components Subjected toStrong Wind and Adverse Environmental Conditions." University of Toledo / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1564764404011142.

Full text
APA, Harvard, Vancouver, ISO, and other styles
5

Ferrari, Rosalba (ORCID:0000-0002-3989-713X). "An elastoplastic finite element formulation for the structural analysis of Truss frames with application to ha historical iron arch bridge." Doctoral thesis, Università degli studi di Bergamo, 2013. http://hdl.handle.net/10446/28959.

Full text
Abstract:
This doctoral thesis presents a structural analysis of the Paderno d’Adda Bridge, an impressive iron arch viaduct built in 1889 and located in Lombardia region (Italy). The thesis falls in the context of a research activity started at University of Bergamo since 2005, that is still ongoing and aims to perform an evaluation of the present state of conservation of the bridge. In fact, the bridge is currently still in service and its important position in the context of transport network will soon lead to questions about its future destination, with particular attention to the evaluation of the residual performance capacity. To this end, an inelastic structural analysis of the Paderno d’Adda bridge has been performed, up to failure. This analysis has been conducted through an autonomous computer code of a 3D frame structure that runs in the MATLAB environment and has been developed within the classical frame of Limit Analysis and Theory of Plasticity. The algorithm has been developed applying the “exact” and stepwise holonomic step-by-step analysis method. It has shown very much able to track the limit structural behaviour of the bridge, by reaching convergence with smooth runs up to the true limit load and corresponding collapse displacements. The main characteristic ingredients of its elastoplastic FEM formulation are: beam finite elements; perfectly plastic joints (as an extension of classical plastic hinges); piece-wise linear yield domains; “exact” time integration. In the algorithm, the following original features have been implemented: treatment of mutual connections by static condensation and Gaussian elimination; determination of the tangent stiffness formulation through Gaussian elimination. These peculiar contributions are presented in detail in this thesis.
APA, Harvard, Vancouver, ISO, and other styles
6

Guney, Murat Efe. "A Numerical Procedure For The Nonlinear Analysis Of Reinforced Concrete Frames With Infill Walls." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606318/index.pdf.

Full text
Abstract:
Materially non-linear analysis of reinforced concrete frame structures with infill walls requires appropriate mathematical models to be adopted for the beams and the columns as well as the infill walls. This study presents a mathematical model for frame elements based on a 3D Hermitian beam/column finite element and an equivalent strut model for the infill walls. The spread-of-plasticity approach is employed to model the material nonlinearity of the frame elements. The cross-section of the frame element is divided into triangular sub regions to evaluate the stiffness properties and the response of the element cross-section. By the help of the triangles spread over the actual area of the section, the bi-axial bending and the axial deformations are coupled in the inelastic range. A frame super-element is also formed by combining a number of frame finite elements. Two identical compression-only diagonal struts are used for modeling the infill. The equivalent geometric and material properties of the struts are determined from the geometry of the infill and the strength of the masonry units A computer code is developed using the object-oriented design paradigm and the models are implemented into this code. Efficiency and the effectiveness of the models are investigated for various cases by comparing the numerical response predictions produced by the program with those obtained from experimental studies.
APA, Harvard, Vancouver, ISO, and other styles
7

Matthews, Russell Stuart. "The structural behaviour of brick sewer pipes in soft ground : the examination of brick and reinforced plastic pipes, in granular soil, and under plane strain conditions, using fully non-linear finite element models and a large-scale physical testing prog." Thesis, University of Bradford, 1985. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.287758.

Full text
APA, Harvard, Vancouver, ISO, and other styles
8

Saadé, Katy. "Finite element modeling of shear in thin walled beams with a single warping function." Doctoral thesis, Universite Libre de Bruxelles, 2005. http://hdl.handle.net/2013/ULB-DIPOT:oai:dipot.ulb.ac.be:2013/211043.

Full text
Abstract:
The considerable progress in the research and development of thin-walled beam structures responds to their growing use in engineering construction and to their increased need for efficiency in strength and cost. The result is a structure that exhibits large shear strains and important non uniform warping under different loadings, such as non uniform torsion, shear bending and distortion.

A unified approach is formulated in this thesis for 3D thin walled beam structures with arbitrary profile geometries, loading cases and boundary conditions. A single warping function, defined by a linear combination of longitudinal displacements at cross sectional nodes (derived from Prokic work), is enhanced and adapted in order to qualitatively and quantitatively reflect and capture the nature of a widest possible range of behaviors. Constraints are prescribed at the kinematics level in order to enable the study of arbitrary cross sections for general loading. This approach, differing from most published theories, has the advantage of enabling the study of arbitrary cross sections (closed/opened or mixed) without any restrictions or distinctions related to the geometry of the profile. It generates automatic data and characteristic computations from a kinematical discretization prescribed by the profile geometry. The amount of shear bending, torsional and distortional warping and the magnitude of the shear correction factor is computed for arbitrary profile geometries with this single formulation.

The proposed formulation is compared to existing theories with respect to the main assumptions and restrictions. The variation of the location of the torsional center, distortional centers and distortional rotational ratio of a profile is discussed in terms of their dependency on the loading cases and on the boundary conditions.

A 3D beam finite element model is developed and validated with several numerical applications. The displacements, rotations, amount of warping, normal and shear stresses are compared with reference solutions for general loading cases involving stretching, bending, torsion and/or distortion. Some examples concern the case of beam assemblies with different shaped profiles where the connection type determines the nature of the warping transmission. Other analyses –for which the straightness assumption of Timoshenko theory is relaxed– investigate shear deformation effects on the deflection of short and thin beams by varying the aspect ratio of the beam. Further applications identify the cross sectional distortion and highlight the importance of the distortion on the stresses when compared to bending and torsion even in simple loading cases.

Finally, a non linear finite element based on the updated lagrangian formulation is developed by including torsional warping degrees of freedom. An incremental iterative method using the arc length and the Newton-Raphson methods is used to solve the non linear problem. Examples are given to study the flexural, torsional, flexural torsional and lateral torsional buckling problems for which a coupling between the variables describing the flexural and the torsional degrees of freedom occurs. The finite element results are compared to analytical solutions based on different warping functions and commonly used in linear stability for elastic structures having insufficient lateral or torsional stiffnesses that cause an out of plane buckling.


Doctorat en sciences appliquées
info:eu-repo/semantics/nonPublished

APA, Harvard, Vancouver, ISO, and other styles
9

Yaqoob, Saima. "BRIDGE EDGE BEAM : NON-LINEAR ANALYSIS OF REINFORCEDCONCRETE OVERHANG SLAB BY FINITEELEMENT METHOD." Thesis, KTH, Bro- och stålbyggnad, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-222806.

Full text
Abstract:
Bridge edge beam system is an increasing concern in Sweden. Because it is the mostvisible part of the structure which is subjected to harsh weather. The edge beamcontributes to the stiffness of overhang slab and helps to distribute the concentratedload. The design of edge beam is not only affected by the structural members, but it isalso affected by non-structural members.The aim of the thesis is to investigate the influence of edge beam on the structuralbehavior of reinforced concrete overhang slab. A three-dimensional (3D) non-linearfinite element model is developed by using the commercial software ABAQUS version6.1.14. The load displacement curves and failure modes were observed. The bendingmoment and shear capacity of the cantilever slab is studied.The validated model from non-linear analysis of reinforced concrete slab gives morestiffer result and leads to the high value of load capacity when comparing with theexperimental test. The presence of the edge beam in the overhang slab of length 2.4 mslightly increases the load capacity and shows ductile behavior due to the self-weightof the edge beam. The non-linear FE-analysis of overhang slab of length 10 m leads tomuch higher load capacity and gives stiffer response as compare to the overhang slabof 2.4 m. The presence of the edge beam in the overhang slab of length 10 m giveshigher load capacity and shows stiffer response when comparing with the overhangslab of length 10 m. This might be due to the self-weight of the edge beam and theoverhang slab is restrained at the right side of the slab.
APA, Harvard, Vancouver, ISO, and other styles
10

Nogueira, Caio Gorla. "Um modelo de confiabilidade e otimização aplicado às estruturas de barras de concreto armado." Universidade de São Paulo, 2005. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-21092005-084457/.

Full text
Abstract:
Neste trabalho, é apresentado um modelo de otimização acoplado à confiabilidade para a análise de estruturas de barras de concreto armado, de modo que a confiabilidade é adicionada ao processo de otimização como uma restrição. O modelo mecânico permite a consideração da não-linearidade física para o concreto e para o aço, além de levar em conta os efeitos não-lineares geométricos. Esse modelo é utilizado para gerar as respostas mecânicas da estrutura, traduzidas em forma de cargas últimas para os estados limites. Os cenários de falha, na análise probabilística, são descritos pelo esmagamento do concreto e deformação excessiva da armadura para o estado limite último. O estado limite de utilização é verificado para o caso de deslocamentos excessivos dos pontos da estrutura. A função de estado limite é construída com o emprego do método das superfícies de respostas para a determinação do índice de confiabilidade e probabilidade de falha considerando somente o modo mais provável ou primeiro modo de falha. Os processos de otimização e confiabilidade são acoplados de maneira independente gerando um sistema de equações aproximadas resolvido analiticamente. A metodologia de otimização empregada é a minimização da função de custo da estrutura. O modelo acoplado de otimização e confiabilidade é empregado para análise de vigas de concreto armado. As técnicas desenvolvidas, no âmbito da modelagem de estruturas e confiabilidade, também permitem a análise mecânico-probabilística de pórticos planos de concreto armado
In this work, a reliability based optimization model is proposed for the analysis of reinforced concrete structures, in which the reliability index is introduced as a constraint. The mechanical model allows to consider the physical non-linearity of the concrete and steel materials, as well as the geometrical non-linear effects. The mechanical model is used to find the structure limit loads. The failure scenarios for the probabilistic analysis are characterized by the concrete ultimate strains in the compressed region of the section and the steel ultimate tensile strains in the reinforcement position. The serviceability limit state is verified for the excessive displacements for the structure bars. The limit state function is build by using the response surface method, computing the reliability index and the failure probability only considering the first failure mode. The optimization and reliability processes are independents built leading two different system of equations that are coupled together to find the final solution. The material cost of the structure was adopted as the objective function to be minimized for the optimization process. The proposed coupled optimization-reliability process is employed to analyse reinforced concrete beams. The developed procedure in the context of reliabilty methods and reinforced concrete structures analysis can also be applied for reliability analysis of reinforced concrete frames
APA, Harvard, Vancouver, ISO, and other styles
More sources

Books on the topic "Non-structural element"

1

Rust, Wilhelm. Non-Linear Finite Element Analysis in Structural Mechanics. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-13380-5.

Full text
APA, Harvard, Vancouver, ISO, and other styles
2

Y, Cheng Franklin, and Fu Zizhi, eds. Computational mechanics in structural engineering: Recent developments and future trends. London: Elsevier Applied Science, 1992.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
3

Non-linear finite element analysis of solids and structures. Chichester: Wiley, 1991.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
4

MV2, International Conference. New advances in modal synthesis of large structures: Non-linear damped and non-deterministic cases : proceedings of the International Conference MV2, Lyon France, 5-6 October 1995. Rotterdam: A.A. Balkema, 1997.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
5

Canadian Conference on Nonlinear Solid Mechanics (2nd 2002 Vancouver, B.C.). Proceedings: 2nd Canadian Conference on Nonlinear Solid Mechanics = Comptes-rendues : 2ème Congrès canadien sur les aspects non linéaires de la mécanique des solides. Edited by Croitoro Elena M, Simon Fraser University, and Pacific Institute for the Mathematical Sciences. Vancouver, B.C: CanCNSM, 2002.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
6

Rust, Wilhelm. Non-Linear Finite Element Analysis in Structural Mechanics. Springer, 2015.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
7

Rust, Wilhelm. Non-Linear Finite Element Analysis in Structural Mechanics. Springer, 2016.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
8

Rust, Wilhelm. Non-Linear Finite Element Analysis in Structural Mechanics. Springer, 2015.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
9

Nonlinear Modelling And Analysis Of Structures And Solids. Cambridge University Press, 2008.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
10

Non-Linear Finite Element Analysis of Solids and Structures. Dennis Publications, Richard, 1991.

Find full text
APA, Harvard, Vancouver, ISO, and other styles
More sources

Book chapters on the topic "Non-structural element"

1

Karličić, Danilo, Tony Murmu, Sondipon Adhikari, and Michael McCarthy. "Finite Element Method for Dynamics of Non-Local Systems." In Non-Local Structural Mechanics, 235–70. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2015. http://dx.doi.org/10.1002/9781118572030.ch8.

Full text
APA, Harvard, Vancouver, ISO, and other styles
2

Karličić, Danilo, Tony Murmu, Sondipon Adhikari, and Michael McCarthy. "Dynamic Finite Element Analysis of Non-Local Rods: Axial Vibration." In Non-Local Structural Mechanics, 271–92. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2015. http://dx.doi.org/10.1002/9781118572030.ch9.

Full text
APA, Harvard, Vancouver, ISO, and other styles
3

Rust, Wilhelm. "Load Incrementation in a Non-linear Analysis." In Non-Linear Finite Element Analysis in Structural Mechanics, 111–34. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_4.

Full text
APA, Harvard, Vancouver, ISO, and other styles
4

Rust, Wilhelm. "Contact with Shell- and Beam-Elements." In Non-Linear Finite Element Analysis in Structural Mechanics, 355–57. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_13.

Full text
APA, Harvard, Vancouver, ISO, and other styles
5

Rust, Wilhelm. "Basic Mathematical Methods." In Non-Linear Finite Element Analysis in Structural Mechanics, 1–14. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_1.

Full text
APA, Harvard, Vancouver, ISO, and other styles
6

Rust, Wilhelm. "Fulfilling the Contact Condition." In Non-Linear Finite Element Analysis in Structural Mechanics, 277–300. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_10.

Full text
APA, Harvard, Vancouver, ISO, and other styles
7

Rust, Wilhelm. "Aspects of Modelling Contact." In Non-Linear Finite Element Analysis in Structural Mechanics, 301–19. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_11.

Full text
APA, Harvard, Vancouver, ISO, and other styles
8

Rust, Wilhelm. "Contact Detection." In Non-Linear Finite Element Analysis in Structural Mechanics, 321–53. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_12.

Full text
APA, Harvard, Vancouver, ISO, and other styles
9

Rust, Wilhelm. "Geometrically Nonlinear Behaviour." In Non-Linear Finite Element Analysis in Structural Mechanics, 17–85. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_2.

Full text
APA, Harvard, Vancouver, ISO, and other styles
10

Rust, Wilhelm. "Stability Problems." In Non-Linear Finite Element Analysis in Structural Mechanics, 87–109. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-13380-5_3.

Full text
APA, Harvard, Vancouver, ISO, and other styles

Conference papers on the topic "Non-structural element"

1

Lee, Usik, and Dukkyu Jeon. "Identification of non-ideal structural boundary conditions by using spectral element method." In 40th Structures, Structural Dynamics, and Materials Conference and Exhibit. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1999. http://dx.doi.org/10.2514/6.1999-1311.

Full text
APA, Harvard, Vancouver, ISO, and other styles
2

ALMEIDA Jr, Sálvio A., and Serhan Guner. "Nonlinear Finite Element Analysis of Non-Structural Components Anchorage under Extreme Wind Loads." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1905.

Full text
Abstract:
<p>Steel anchors are widely used to fasten structures and non-structural components (NSC) to rooftop concrete slabs, especially in high-rise buildings. However, several NSC anchorage failures have been observed in the last decades upon the incidence of hurricanes, resulting in loss of service in essential buildings, detachment of the component, and water intrusion, all of which significantly delayed the recovery of the affected communities. From the observed failures, three main mechanisms were identified: steel rupture, concrete breakout, and bond failure. In this study, a three-dimensional nonlinear finite element methodology using a concrete damaged plasticity approach is developed to predict the response of steel anchors installed into a concrete slab. The methodology is verified with experimental results for each failure mechanism and subsequently used to study the effect of service-load concrete cracking and elevated temperatures – common conditions at rooftop level – on the response of the anchors. In addition, a first-of-its-kind multi-scale model of an NSC and its anchorage is created using the proposed methodology to investigate its behavior under dynamic hurricane load application. The findings suggest that these conditions can compromise the performance of NSC or promote its failure.</p>
APA, Harvard, Vancouver, ISO, and other styles
3

Arora, Vikas. "Prediction Capabilities of Damped Updated Finite Element Models." In ASME 2011 International Mechanical Engineering Congress and Exposition. ASMEDC, 2011. http://dx.doi.org/10.1115/imece2011-62096.

Full text
Abstract:
Model updating techniques are used to correct the finite element model of a structure using experimental data such that the updated model more correctly describes the dynamic properties of the structure. One of the applications of such an updated model is to predict the effects of making modifications to the structure. These modifications may be imposed by design alterations for operating reasons. Most of the model updating techniques neglect damping and so these updated models can’t be used for accurate prediction of complex frequency response functions (FRFs) and complex mode shapes. In this paper, a detailed comparison of prediction capabilities of parameter-based and non parameter-based damped updated methods for structural modifications is done. The suitability of paramter-based and non parameter-based damped updated models for predicting the effects of structural modifications is evaluated by laboratory experiment for the case of an F-shape test structure. It is concluded that parameter-based damped updated models are likely to perform better in predicting the effects of structural modifications.
APA, Harvard, Vancouver, ISO, and other styles
4

Zhang, Shengming, and Lei Jiang. "A Procedure for Non-Linear Structural Collapse Analysis." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23397.

Full text
Abstract:
It is a normal practice nowadays in structural engineering, including ships and offshore industry, to perform non-linear finite element analysis to assess the structure’s capacity for design or evaluation purposes. However, experience has shown that the quality and accuracy of the non-linear FE analysis results are highly dependent on the skill of the person performing the analysis and the analysis procedure used. The difference between results obtained by different people can be significant. In some cases, the results can be misleading. It is considered that a unified procedure is necessary. This paper is moving a step further and trying to develop a standard procedure which can provide a guideline for structural collapse analysis of stiffened panels under any load combinations. The paper provides the technical background on the analysis procedure and the key steps such as model extent, mesh density, initial imperfections, and boundary conditions. Analysis examples are provided in the paper for reference and discussions.
APA, Harvard, Vancouver, ISO, and other styles
5

Tiso, Paolo, Rob Dedden, and Daniel Rixen. "A Modified Discrete Empirical Interpolation Method for Reducing Non-Linear Structural Finite Element Models." In ASME 2013 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/detc2013-13280.

Full text
Abstract:
Model Order Reduction (MOR) in nonlinear structural analysis problems in usually carried out by a Galerkin projection of the primary variables on a sensibly smaller space. However, the cost of computing the nonlinear terms is still of the order of the full system. The Discrete Empirical Interpolation Method (DEIM) is an effective algorithm to reduce the computational cost of the nonlinear terms of the discretized governing equations. However, its efficiency is diminished when applied to a Finite Element (FE) framework. We present here an alternative formulation of the DEIM that suits FE discretized problems and preserves the efficiency and the accuracy of the original DEIM method.
APA, Harvard, Vancouver, ISO, and other styles
6

Yang, Tao, Peng Li, Qing Shi, and Yunhui Liu. "Deployable Polyhedral Mechanisms with Radially Reciprocating Motion Based on Non-Crossing Angulated Structural Element." In 2021 IEEE International Conference on Real-time Computing and Robotics (RCAR). IEEE, 2021. http://dx.doi.org/10.1109/rcar52367.2021.9517559.

Full text
APA, Harvard, Vancouver, ISO, and other styles
7

Dybwad, Jacob, Mads Bryndum, and Russell Hollingworth. "Finite Element Analysis Applied in Structural Integrity Management." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24715.

Full text
Abstract:
During the periodic inspection of the Alvheim subsea system 2013 a number of cracks were observed at the Mid Water Arch (MWA) tether anchoring arrangement. The MWA and associated anchor block are critical design elements. Detailed investigations were initiated in order to determine future development of the cracks and their severity. The application of advanced non-linear finite element analysis as part of the inspection and maintenance strategy resulted in significant cost savings compared to a solution based on immediate mitigation action. This paper describes the background for occurrence of these cracks and the analyses used to determine their development: • The cracks are located in non-loadbearing locking brackets. The function of the brackets is primarily to secure the pins connecting the top part of the tether hinge to the anchor block. • During construction the locking brackets were welded to the pin and to the tether hinge. This way the non-structural element became part of the load bearing system resulting in very high stresses in the bracket and subsequent crack development. It could not immediately be excluded that the cracks observed could initiate further cracking into main bearing parts of the hinge. • FE modeling using Abaqus [1] was used to analyze the criticality of the situation. Non-linear material properties and removal of elements were applied in order to simulate crack initiation and crack growth. The system was analyzed by modelling the load paths from initial assembly on land, installation loads and finally the loads during operation. Removal of elements was introduced to replicate the crack growth pattern observed on ROV still photos from periodic surveys 2012 and 2013. The analysis documented the principle mechanism behind the crack development and further demonstrated that the risk of failure of any of the load bearing elements was negligible. The results of the analysis provided the necessary documentation for the appropriate precautions and at the same time plan for execution of mitigation measures which would have minimal economic impact.
APA, Harvard, Vancouver, ISO, and other styles
8

Lofthaug, Kristoffer, Lars Brubak, Åge Bøe, and Eivind Steen. "Investigation of Ultimate Limit State Safety Margins in the Structural Design Rules." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-62309.

Full text
Abstract:
A study to document the Ultimate Limit State (ULS) safety margins built into the DNV GL rules for Bulk and Tanker is presented. Critical structural members were identified together with the load level at which these members start to develop permanent buckling sets exceeding normal fabrication tolerances. These critical load levels are then compared with the local ULS rule strength limits in order to have a measure for the structural safety margins and hull redundancy. Non-linear finite element (NFLE) analyses were performed to estimate the structural response for different focus areas (critical structural members). Typically, critical members in bottom, deck, transverse bulkhead and hopper were chosen. Cargo hold models were developed both with linear finite elements, [1,2] and non-linear finite elements, [3]. In the non-linear FE analysis, the structural safety factor for ULS was defined as the load level giving permanent plastic deformation equal to the permissible distortion (production tolerances) for structural members. The non-linear FE results were compared with the maximum permissible load level with respect to buckling and yielding according to DNV GL Ship rules [1] inclusive Common Structural Rules for BC&OT (CSR) [4]. The structural safety factor shows a typical value of 1.2–1.4, and for most cases the plate is governing dimensioning structural member. This study has identified significant structural safety margins, typically 20–40% above rule acceptance level for typical highly utilized local areas in Bulk and Tanker hulls. It is to be noted that global Hull Girder Capacity is not addressed in present paper.
APA, Harvard, Vancouver, ISO, and other styles
9

Thompson, Lonny L. "Implementation of Non-Reflecting Boundaries in a Space-Time Finite Element Method for Structural Acoustics." In ASME 1997 Design Engineering Technical Conferences. American Society of Mechanical Engineers, 1997. http://dx.doi.org/10.1115/detc97/vib-3841.

Full text
Abstract:
Abstract This paper examines the development and implementation of second-order accurate non-reflecting boundary conditions in a time-discontinuous Galerkin finite element method for structural acoustics in unbounded domains. The formulation is based on a multi-field space-time variational equation for both the acoustic fluid and elastic solid together with their interaction. This approach to the modeling of the temporal variables allows for the consistent use of high-order accurate adaptive solution strategies for unstructured finite elements in both time and space. An important feature of the method is the incorporation of temporal jump operators which allow for discretizations that are discontinuous in time. Two alternative approaches are examined for implementing non-reflecting boundaries within a time-discontinuous Galerkin finite element method; direct implementation of the exterior acoustic impedance through a weighted variational equation in time and space, and indirectly through a decomposition into two equations involving an auxiliary variable defined on the non-reflecting boundary. The idea for the indirect approach was originally developed in (Kallivokas, 1991) in the context of a standard semi-discrete formulation. Extensions to general convex boundaries are also discussed — numerical results are presented for acoustic scattering from an elongated structure using a first-order accurate boundary condition applied to an elliptical absorbing boundary.
APA, Harvard, Vancouver, ISO, and other styles
10

Medyanik, S. N., and N. Vlahopoulos. "Applying Incompatible Meshes for Modeling Structural-Acoustic Domains in Energy Finite Element Analysis." In ASME 2014 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/imece2014-39085.

Full text
Abstract:
The Energy Finite Element Analysis (EFEA) has been developed for modeling coupled structural-acoustic systems at mid-to-high frequencies when conventional finite element methods are no longer computationally efficient because they require very fine meshes. In standard Finite Element Analysis (FEA) approach, governing differential equations are formulated in terms of displacements which vary harmonically with space. This requires larger numbers of elements at higher frequencies when wavelengths become smaller. In the EFEA, governing differential equations are formulated in terms of energy density that is spatially averaged over a wavelength and time averaged over a period. The resulting solutions vary exponentially with space which makes them smooth and allows for using much coarser meshes. However, current EFEA formulations require exact matching between the meshes at the boundaries between structural and acoustic domains. This creates practical inconveniences in applying the method as well as limits its use to only fully compatible meshes. In this paper, a new formulation is presented that allows for using incompatible meshes in EFEA modeling, when shapes and/or sizes of elements at structural-acoustic interfaces do not match. In the main EFEA procedure, joints formulations between structural and acoustic domains have been changed in order to deal with non-matching elements. In addition, the new Pre-EFEA procedure which allows for automatic searching and formation of the new types of joints is developed for models with incompatible meshes. The new method is tested using a spherical shaped structural-acoustic interface. Results for incompatible meshes are validated by comparing to solutions obtained using regular compatible meshes. The effects of mesh incompatibility on the accuracy of results are discussed.
APA, Harvard, Vancouver, ISO, and other styles

Reports on the topic "Non-structural element"

1

Heymsfield, Ernie, and Jeb Tingle. State of the practice in pavement structural design/analysis codes relevant to airfield pavement design. Engineer Research and Development Center (U.S.), May 2021. http://dx.doi.org/10.21079/11681/40542.

Full text
Abstract:
An airfield pavement structure is designed to support aircraft live loads for a specified pavement design life. Computer codes are available to assist the engineer in designing an airfield pavement structure. Pavement structural design is generally a function of five criteria: the pavement structural configuration, materials, the applied loading, ambient conditions, and how pavement failure is defined. The two typical types of pavement structures, rigid and flexible, provide load support in fundamentally different ways and develop different stress distributions at the pavement – base interface. Airfield pavement structural design is unique due to the large concentrated dynamic loads that a pavement structure endures to support aircraft movements. Aircraft live loads that accompany aircraft movements are characterized in terms of the load magnitude, load area (tire-pavement contact surface), aircraft speed, movement frequency, landing gear configuration, and wheel coverage. The typical methods used for pavement structural design can be categorized into three approaches: empirical methods, analytical (closed-form) solutions, and numerical (finite element analysis) approaches. This article examines computational approaches used for airfield pavement structural design to summarize the state-of-the-practice and to identify opportunities for future advancements. United States and non-U.S. airfield pavement structural codes are reviewed in this article considering their computational methodology and intrinsic qualities.
APA, Harvard, Vancouver, ISO, and other styles
2

Ravazdezh, Faezeh, Julio A. Ramirez, and Ghadir Haikal. Improved Live Load Distribution Factors for Use in Load Rating of Older Slab and T-Beam Reinforced Concrete Bridges. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317303.

Full text
Abstract:
This report describes a methodology for demand estimate through the improvement of load distribution factors in reinforced concrete flat-slab and T-beam bridges. The proposed distribution factors are supported on three-dimensional (3D) Finite Element (FE) analysis tools. The Conventional Load Rating (CLR) method currently in use by INDOT relies on a two-dimensional (2D) analysis based on beam theory. This approach may overestimate bridge demand as the result of neglecting the presence of parapets and sidewalks present in these bridges. The 3D behavior of a bridge and its response could be better modeled through a 3D computational model by including the participation of all elements. This research aims to investigate the potential effect of railings, parapets, sidewalks, and end-diaphragms on demand evaluation for purposes of rating reinforced concrete flat-slab and T-beam bridges using 3D finite element analysis. The project goal is to improve the current lateral load distribution factor by addressing the limitations resulting from the 2D analysis and ignoring the contribution of non-structural components. Through a parametric study of the slab and T-beam bridges in Indiana, the impact of selected parameters on demand estimates was estimated, and modifications to the current load distribution factors in AASHTO were proposed.
APA, Harvard, Vancouver, ISO, and other styles
3

Leland, Robert W. Comparative Study of Hexahedral and Tetrahedral Elements for Non-linear Structural Analysis. Office of Scientific and Technical Information (OSTI), February 2000. http://dx.doi.org/10.2172/1331497.

Full text
APA, Harvard, Vancouver, ISO, and other styles
4

Гарлицька, Т. С. Substandard Vocabulary in the System of Urban Communication. Криворізький державний педагогічний університет, 2018. http://dx.doi.org/10.31812/123456789/3912.

Full text
Abstract:
The article is devoted to substandard elements which are considered as one of the components in the system of urban forms of communication. The Object of our research is substandard vocabulary, the Subject is structural characteristics of the modern city language, the Purpose of the study is to define the main types of substandard vocabulary and their role in the system of urban communication. The theoretical base of our research includes the scientific works of native and foreign linguists, which are devoted to urban linguistics (B. Larin, M. Makovskyi, V. Labov, T. Yerofeieva, L. Pederson, R. McDavid, O. Horbach, L. Stavytska, Y. Stepanov, S. Martos). Different lexical and phraseological units, taken from the Ukrainian, Russian and American Dictionaries of slang and jargon, serve as the material of our research. The main components of the city language include literary language, territorial dialects, different intermediate transitional types, which are used in the colloquial everyday communication but do not have territorial limited character, and social dialects. The structural characteristics, proposed in the article, demonstrate the variety and correlation of different subsystems of the city language. Today peripheral elements play the main role in the city communication. They are also called substandard, non-codified, marginal, non-literary elements or the jargon styles of communication. Among substandard elements of the city language the most important are social dialects, which include such subsystems as argot, jargon and slang. The origin, functioning and characteristics of each subsystem are studied on the material of linguistic literature of different countries. It is also ascertained that argot is the oldest form of sociolects, jargon divides into corporative and professional ones, in the structure of slangy words there are common and special slang. Besides, we can speak about sociolectosentrism of the native linguistics and linguemosentrism of the English tradition of slang nomination. Except social dialects, the important structural elements of the city language are also intermediate transitional types, which include koine, colloquialisms, interdialect, surzhyk, pidgin and creole. Surzhyk can be attributed to the same type of language formations as pidgin and creole because these types of oral speech were created mostly by means of the units mixing of the obtruded language of the parent state with the elements of the native languages.
APA, Harvard, Vancouver, ISO, and other styles
5

Tzfira, Tzvi, Michael Elbaum, and Sharon Wolf. DNA transfer by Agrobacterium: a cooperative interaction of ssDNA, virulence proteins, and plant host factors. United States Department of Agriculture, December 2005. http://dx.doi.org/10.32747/2005.7695881.bard.

Full text
Abstract:
Agrobacteriumtumefaciensmediates genetic transformation of plants. The possibility of exchanging the natural genes for other DNA has led to Agrobacterium’s emergence as the primary vector for genetic modification of plants. The similarity among eukaryotic mechanisms of nuclear import also suggests use of its active elements as media for non-viral genetic therapy in animals. These considerations motivate the present study of the process that carries DNA of bacterial origin into the host nucleus. The infective pathway of Agrobacterium involves excision of a single-stranded DNA molecule (T-strand) from the bacterial tumor-inducing plasmid. This transferred DNA (T-DNA) travels to the host cell cytoplasm along with two virulence proteins, VirD2 and VirE2, through a specific bacteriumplant channel(s). Little is known about the precise structure and composition of the resulting complex within the host cell and even less is known about the mechanism of its nuclear import and integration into the host cell genome. In the present proposal we combined the expertise of the US and Israeli labs and revealed many of the biophysical and biological properties of the genetic transformation process, thus enhancing our understanding of the processes leading to nuclear import and integration of the Agrobacterium T-DNA. Specifically, we sought to: I. Elucidate the interaction of the T-strand with its chaperones. II. Analyzing the three-dimensional structure of the T-complex and its chaperones in vitro. III. Analyze kinetics of T-complex formation and T-complex nuclear import. During the past three years we accomplished our goals and made the following major discoveries: (1) Resolved the VirE2-ssDNA three-dimensional structure. (2) Characterized VirE2-ssDNA assembly and aggregation, along with regulation by VirE1. (3) Studied VirE2-ssDNA nuclear import by electron tomography. (4) Showed that T-DNA integrates via double-stranded (ds) intermediates. (5) Identified that Arabidopsis Ku80 interacts with dsT-DNA intermediates and is essential for T-DNA integration. (6) Found a role of targeted proteolysis in T-DNA uncoating. Our research provide significant physical, molecular, and structural insights into the Tcomplex structure and composition, the effect of host receptors on its nuclear import, the mechanism of T-DNA nuclear import, proteolysis and integration in host cells. Understanding the mechanical and molecular basis for T-DNA nuclear import and integration is an essential key for the development of new strategies for genetic transformation of recalcitrant plant species. Thus, the knowledge gained in this study can potentially be applied to enhance the transformation process by interfering with key steps of the transformation process (i.e. nuclear import, proteolysis and integration). Finally, in addition to the study of Agrobacterium-host interaction, our research also revealed some fundamental insights into basic cellular mechanisms of nuclear import, targeted proteolysis, protein-DNA interactions and DNA repair.
APA, Harvard, Vancouver, ISO, and other styles
6

ANALYSIS OF TRANSIENT STRUCTURAL RESPONSES OF STEEL FRAMES WITH NONSYMMETRIC SECTIONS UNDER EARTHQUAKE MOTION. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.347.

Full text
Abstract:
An accurate structural analysis is a fundamental requirement for modern design. Nevertheless, this is often difficult for systems comprised of nonsymmetric members, primarily because of their complicated cross-section shapes with non-coincidence of shear center and centroid and complex buckling modes. Recent research using efficient line-finite-element formulations has made significant progress in simulating the buckling behavior of arbitrary open-section members for static loads. This paper extends this method by providing for second-order dynamic analysis of nonsymmetric sectional members. The numerical algorithms, including mathematical derivations, are provided and thoroughly validated via their implementation within the nonlinear analysis program MASTAN2-v5.
APA, Harvard, Vancouver, ISO, and other styles
7

CHARACTERISATION OF THE BEHAVIOUR OF BEAM-TO-COLUMN STEEL JOINTS UP TO FAILURE. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.5.

Full text
Abstract:
The design of steel joints is currently dealt with in Eurocode 3 through the well-known “component method”. In particular, Part 1-8 of this standard provides guidance on how to apply the method to a wide range of joint configurations allowing to assess the latter’s initial rotational stiffness and resistance. Nonetheless, whenever a global structural plastic analysis is contemplated, provisions of Eurocode 3 are insufficient since no clear guidance on how to determine the ultimate resistance and the ultimate rotation capacity of joints is provided. In this paper, the full-range behaviour of beam-to-column steel joints is investigated using experimental, analytical, and numerical methods. A new analytical approach based on the component method is proposed and validated against five physical experiments. Through additional analytical expressions for the characterisation of basic components of steel joints, the proposed approach extends the applicability of the component method such that strain-hardening and ductility of components are accounted for. The results show a good agreement between the analytical prediction and the experimental results and also highlight specific limitations of the classical component method. Three-dimensional finite element (FE) models are also employed to simulate the behaviour of the tested beam-to-column joints. The results prove the accuracy of numerical models to simulate the non-linear response of steel joints emphasizing, however, the importance of proper modelling assumptions.
APA, Harvard, Vancouver, ISO, and other styles
8

SIMPLIFIED MODELLING OF NOVEL NON-WELDED JOINTS FOR MODULAR STEEL BUILDINGS. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.10.

Full text
Abstract:
Prefabricated modular steel (PFMS) construction is a more efficient and safe method of constructing a high-quality building with less waste material and labour dependency than traditional steel construction. It is indeed critical to have a precise and valuable intermodular joining system that allows for efficient load transfer, safe handling, and optimal use of modular units' strength. Thus, the purpose of this study was to develop joints using tension bolts and solid tenons welded into the gusset plate (GP). These joints ensured rigid and secure connectivity in both horizontal and vertical directions for the modular units. Using the three-dimensional (3D) finite element (FE) analysis software ABAQUS, the study investigated the nonlinear lateral structural performance of the joint and two-storey modular steel building (MSB). The solid element FE models of joints were then simplified by introducing connectors and beam elements to enhance computational efficiency. Numerous parameters indicated that column tenons were important in determining the joint's structural performance. Moreover, with a standard deviation (SD) of 0.025, the developed connectors and beam element models accurately predicted the structural behaviour of the joints. As a result of their simplification, these joints demonstrated effective load distribution, seismic performance, and ductility while reducing computational time, effort, and complexity. The validity of the FE analysis was then determined by comparing the results to the thirteen joint bending tests performed in the reference.
APA, Harvard, Vancouver, ISO, and other styles
9

TEACHING-LEARNING BASED OPTIMIZATION METHOD CONSIDERING BUCKLING AND SLENDERNESS RESTRICTION FOR SPACE TRUSSES. The Hong Kong Institute of Steel Construction, March 2022. http://dx.doi.org/10.18057/ijasc.2022.18.1.3.

Full text
Abstract:
The structural performance of a building is a function of several parameters and constraints whose association may offer non unique solutions which, however, meet the design requirements. Therefore, an optimization routine is needed to determine the best solution within the set of available alternatives. In this study, the TLBO method was implemented for weight-based optimization of space trusses. The algorithm applies restrictions related to the critical buckling load as well as the slenderness ratio, which are the basis to obtain reliable and realistic results. To assess the capability of the TLBO method, two reference cases and a transmission tower are subjected to the optimization analysis. In the transmission tower analysis, however, a more realistic approach is adopted as it also considers, through a safety factor, the plastic behavior in the critical buckling load constraint. With no optimization, the ideal weight increases by 101.36% when the critical buckling load is considered in the first two cases, which is consistent with the expected behavior. If the slenderness of the elements is also restricted, the ideal weight now rises by 300.78% from the original case and by 99.04% from the case where only the critical buckling load restriction is applied. Now, considering the critical buckling load and slenderness restriction with the TLBO method applied, a 18.28% reduction in the ideal weight is verified. In fact, the proposed optimization procedure converged to a better solution than that of the reference study, which is based on the genetic algorithms method.
APA, Harvard, Vancouver, ISO, and other styles
You might also be interested in the extended bibliographies on the topic 'Non-structural element' for particular source types:
Journal articles Dissertations / Theses Books
We offer discounts on all premium plans for authors whose works are included in thematic literature selections. Contact us to get a unique promo code!

To the bibliography