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0000-0003-4034-7562
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UNSW Sydney
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Publisher: Elsevier BV
Date: 02-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2017
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2015
Publisher: American Society of Civil Engineers
Date: 25-02-2011
DOI: 10.1061/41142(396)51
Publisher: Elsevier BV
Date: 2019
Publisher: Elsevier BV
Date: 05-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-1987
Publisher: Elsevier BV
Date: 07-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2013
Publisher: Elsevier BV
Date: 04-2009
Publisher: Elsevier BV
Date: 1985
Publisher: Elsevier BV
Date: 03-2013
Publisher: Elsevier BV
Date: 09-2013
Publisher: Wiley
Date: 21-09-2004
DOI: 10.1002/NME.1091
Publisher: Elsevier BV
Date: 04-2006
Publisher: Elsevier BV
Date: 04-2006
Publisher: SAGE Publications
Date: 06-2006
DOI: 10.1260/136943306777641904
Abstract: A nonlinear theory is developed in this paper to investigate the elastic in-plane buckling of shallow tied circular arches under uniformly distributed radial loading, in which the effects of the prebuckling deformation and geometric nonlinearity are included. Prescriptive formulae for the elastic buckling loads of tied arches are derived, as well as the critical stiffness that delineates between the possibility that the arch will buckle, or that it will not buckle, in its plane of loading. The relationship between the buckling load and a modified slenderness parameter of the arch is also discussed. The paper also includes the results of two short-term tests undertaken on shallow reinforced concrete tied arches, and the solutions are also analysed using the well-known ABAQUS software. The consistency of the critical loads and the load versus deflection responses demonstrates the accuracy and practicability of the analytical results derived in the paper.
Publisher: American Society of Civil Engineers (ASCE)
Date: 1997
Publisher: Elsevier BV
Date: 10-2007
Publisher: Elsevier BV
Date: 07-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2002
Publisher: World Scientific Pub Co Pte Lt
Date: 09-2010
DOI: 10.1142/S0219455410003555
Abstract: Performing a dynamic buckling analysis of structures is more difficult than carrying out its static buckling analysis counterpart. Some structures have a nonlinear primary equilibrium path including limit points and an unstable equilibrium path. They may also have bifurcation points at which equilibrium bifurcates from the primary equilibrium path to an unstable secondary equilibrium path. When such a structure is subjected to a load that is applied suddenly, the oscillation of the structure may reach the unstable primary or secondary equilibrium path and the structure experiences an escaping-motion type of buckling. For these structures, complete solutions of the equations of motion are usually not needed for a dynamic buckling analysis, and what is really sought are the critical states for buckling. Nonlinear dynamic buckling of an und ed two degree-of-freedom arch model is investigated herein using an energy approach. The conditions for the upper and lower dynamic buckling loads are presented. The merit of the energy approach for dynamic buckling is that it allows the dynamic buckling load to be determined without the need to solve the equations of motion. The solutions are compared with those obtained by an equation of motion approach.
Publisher: Elsevier BV
Date: 1985
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-1992
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2013
Publisher: Thomas Telford Ltd.
Date: 05-2001
DOI: 10.1680/STBU.2001.146.2.115
Abstract: Steel plates may be bolted to the sides of reinforced concrete beams in order to both strengthen and stiffen them. When these steel plates are subjected to their design actions, bending, shear and axial stresses may be produced in the plate and this can precipitate local buckling. The local buckles are unilateral, since the concrete beam constrains the steel to buckle locally away from the concrete core. This type of behaviour is referred to as a contact problem, and research into its structurally based applications has only accelerated over the last decade or so. This paper presents the description and results of a so-called local buckling push test undertaken on bolted plates of various configurations to calibrate the theoretical solutions developed elsewhere by the authors. This analytical method, based on the Rayleigh–Ritz method with polynomial displacements and a tensionless foundation, is found to be in good agreement with the test results, and furthermore these test results provide benchmark data for future studies.
Publisher: Elsevier BV
Date: 2010
Publisher: Elsevier BV
Date: 07-2009
Publisher: Elsevier BV
Date: 12-2012
Publisher: Elsevier BV
Date: 04-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-1994
Publisher: Elsevier BV
Date: 09-2009
Publisher: Trans Tech Publications, Ltd.
Date: 05-2014
DOI: 10.4028/WWW.SCIENTIFIC.NET/AMM.553.588
Abstract: A semi-rigid beam-to-column composite blind bolted connection is modelled using ABAQUS software. The mechanics of this innovative joint considered in the paper requires careful consideration in order to capture the response accurately using computational techniques. The composite beam is connected to a concrete-filled square column using blind bolts, and the model simulates a connection in hogging bending moment. Partial shear connection is considered, as well as the non-linear material properties and geometry of all of the constitutive components. All connection components were taken as being the same size as used in the experiments against which the method is calibrated, and furthermore the model does not need recourse to empirical push-out test data. The technique can be used to model the connections easily, resulting in rapid and reliable solutions. Using the numerical model which is calibrated accurately against experimental test results, a parametric study is carried out to investigate the pertinent parameters such as the reinforcement ratio, axial loading in the column, thickness of the concrete slab, degree of the shear connection, diameter of the blind bolts and the pretension force in them on the structural behaviour of this innovative type of joint. Based on the parametric studies, recommendations for the design of this kind of structural joint are given.
Publisher: Elsevier BV
Date: 03-2006
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2005
Publisher: Elsevier BV
Date: 10-2007
Publisher: Elsevier BV
Date: 02-2008
Publisher: Elsevier BV
Date: 08-2007
Publisher: Elsevier BV
Date: 12-2011
Publisher: Thomas Telford Ltd.
Date: 02-1998
Publisher: Elsevier BV
Date: 11-2016
Publisher: Wiley
Date: 18-11-2009
DOI: 10.1002/NME.2500
Publisher: Wiley
Date: 10-07-2001
DOI: 10.1002/NME.156.ABS
Publisher: Elsevier BV
Date: 12-2014
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1992
Publisher: Elsevier BV
Date: 11-2012
Publisher: Elsevier BV
Date: 09-1994
Publisher: Elsevier BV
Date: 03-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2017
Publisher: Thomas Telford Ltd.
Date: 08-2000
DOI: 10.1680/STBU.2000.140.3.249
Abstract: A convenient and efficient method for strengthening and stiffening existing reinforced concrete beams is to adhesively bond steel plates to their surfaces. However, tests have shown that adhesively bonded plates tend to peel away prematurely due to flexure and shear. Flexural peeling can be prevented by terminating the plate at a region of zero moment, in which case the plate is prone to shear peeling which is the subject of this paper. Eight tests on the shear peeling of side-plated beams are described, and design procedures are developed for predicting the shear peeling resistance. These procedures can be used to ensure that reinforced concrete beams that are retrofitted by adhesive bonding steel plates to their sides do not debond prematurely.
Publisher: Wiley
Date: 30-03-1995
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-2019
Publisher: SAGE Publications
Date: 04-2000
Abstract: An analysis of the local buckling of composite laminated plates and folded plate assemblies subjected to arbitrary loading is presented. The analysis uses the spline finite strip method, which utilises B 3 -spline functions for the longitudinal variation of buckling displacements, and an interpolation of Hermitian polynomials for the buckling displacements in the transverse direction. While the spline finite strip method is fairly well-known in buckling analysis, its direct application to the local buckling of composite laminates has been more limited. The method is programmed to study the local buckling of laminated flat plates and L-sections. Ex les of the accuracy of the method compared with independent studies, and the influence of increasing the number of lengthwise section knots, are presented for plates of finite length that are subjected to compression, bending and shear.
Publisher: Elsevier BV
Date: 07-2015
Publisher: Elsevier BV
Date: 10-2009
Publisher: Trans Tech Publications, Ltd.
Date: 05-2014
DOI: 10.4028/WWW.SCIENTIFIC.NET/AMM.553.557
Abstract: Composite construction is a popular and effective method of construction, exploiting the strengths of both reinforced concrete and structural steel in building construction in a complementary fashion. Within paradigms related to minimisation of emissions and maximisation of product recycling, these composite systems are problematic on a number of fronts. Firstly, common and traditional composite systems utilise ordinary Portland cement, which is known to be a very large contributor to atmospheric CO2 emissions. Secondly, for typical construction practices for steel-concrete composite systems, casting of the concrete onto profiled steel decking and conventional reinforcement placing are undertaken on-site, which is time consuming and labour intensive, and which can increase the cost of construction. Thirdly, composite action between the steel beam and the concrete slab is usually achieved by using headed shear studs. The headed shear studs connect these two elements permanently, which leads to much waste at the end of the service life of the building when it is demolished. This paper models a sustainable semi-rigid beam-to-column composite blind bolted connection with deconstructable bolted shear connectors using ABAQUS finite element (FE) software. In this “green” system, precast geopolymer concrete (GPC) slabs are attached compositely to the steel beam via pretensioned bolted shear connectors and the composite beam is connected to GPC-filled square columns using blind bolts. Non-linear material properties and non-linear geometric effects are considered in the simulation of a connection in hogging bending. Based on the FE modelling, using pretensioned bolts as shear connectors with GPC can improve the behaviour of semi-rigid flush end plate composite joints in terms of ductility and load capacity. Moreover, the behaviour of the bolted shear connectors should be considered in composite joint design as being very different to headed stud connectors.
Publisher: Elsevier BV
Date: 08-2016
Publisher: Thomas Telford Ltd.
Date: 05-2001
DOI: 10.1680/STBU.2001.146.2.129
Abstract: Profiled composite walls are composed of cold-formed profiled steel sheeting which serves as permanent form-work for a reinforced concrete wall. This form of wall construction can provide many benefits when being used in place of infill panels in steel-framed low-rise and multi-storey buildings. In addition to this, these walls can be used in the retrofitting and rehabilitation of existing reinforced concrete or steel structures to increase the lateral stiffness and strength of a building. Strength is of major importance to the successful application of such members and this paper considers an extensive experimental programme undertaken on walls subjected to combined bending and compression. The tests revealed that due to the thin-walled nature of the sheeting, local buckling was significant. These experiments and independent tests were then used successfully to calibrate a numerical model which incorporated the effects of local buckling. Furthermore, a parametric study was undertaken to consider the effects of various international profiles and the effects of local buckling were again found to be the most significant parameter.
Publisher: Elsevier BV
Date: 06-1996
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-1997
Publisher: Elsevier BV
Date: 1995
Publisher: Elsevier BV
Date: 12-2016
Publisher: Elsevier BV
Date: 02-2000
Publisher: Elsevier BV
Date: 1995
Publisher: World Scientific Pub Co Pte Lt
Date: 03-2006
Publisher: Thomas Telford Ltd.
Date: 06-1992
DOI: 10.1680/MACR.1992.44.159.127
Abstract: A numerical method of analysis developed elsewhere by the Author which can be used to analyse the short-term and time-dependent behaviour of slender RC columns of circular cross-section under constant eccentricity, is described briefly. The method is used to investigate the accuracy of the design of circular columns implicit in the Australian Standard AS3600-1988. The code method is shown to be comparitively inaccurate for circular columns, and a design procedure for both short and long-term loading that may be readily implemented, is proposed.
Publisher: Elsevier BV
Date: 07-1988
Publisher: Elsevier BV
Date: 02-2009
Publisher: Elsevier BV
Date: 11-2017
Publisher: Elsevier BV
Date: 1990
Publisher: Elsevier BV
Date: 11-2012
Publisher: Elsevier BV
Date: 2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2010
Publisher: Elsevier BV
Date: 1988
Publisher: Elsevier BV
Date: 1994
Publisher: Elsevier BV
Date: 1993
Publisher: Elsevier BV
Date: 02-1995
Publisher: Elsevier BV
Date: 05-2011
Publisher: Elsevier BV
Date: 02-2015
Publisher: Elsevier BV
Date: 02-2004
Publisher: Elsevier BV
Date: 11-2013
Publisher: Elsevier BV
Date: 03-2017
Publisher: Elsevier BV
Date: 09-2001
Publisher: Elsevier BV
Date: 11-1998
Publisher: Rockefeller University Press
Date: 16-12-2019
DOI: 10.1084/JEM.20191336
Abstract: Antibody-mediated autoimmune diseases are a major health burden. However, our understanding of how self-reactive B cells escape self-tolerance checkpoints to secrete pathogenic autoantibodies remains incomplete. Here, we demonstrate that patients with monogenic immune dysregulation caused by gain-of-function mutations in PIK3CD, encoding the p110δ catalytic subunit of phosphoinositide 3-kinase (PI3K), have highly penetrant secretion of autoreactive IgM antibodies. In mice with the corresponding heterozygous Pik3cd activating mutation, self-reactive B cells exhibit a cell-autonomous subversion of their response to self-antigen: instead of becoming tolerized and repressed from secreting autoantibody, Pik3cd gain-of-function B cells are activated by self-antigen to form plasmablasts that secrete high titers of germline-encoded IgM autoantibody and hypermutating germinal center B cells. However, within the germinal center, peripheral tolerance was still enforced, and there was selection against B cells with high affinity for self-antigen. These data show that the strength of PI3K signaling is a key regulator of pregerminal center B cell self-tolerance and thus represents a druggable pathway to treat antibody-mediated autoimmunity.
Publisher: Oxford University Press (OUP)
Date: 11-2004
Publisher: Elsevier BV
Date: 06-2006
Publisher: Elsevier BV
Date: 02-1997
Publisher: World Scientific Pub Co Pte Lt
Date: 06-2006
DOI: 10.1142/S0219455406001897
Abstract: This paper considers the nonlinear in-plane behaviour of a circular arch subjected to thermal loading only. The arch is pinned at its ends, with the pins being on roller supports attached to longitudinal elastic springs that model an elastic foundation, or the restraint provided by adjacent members in a structural assemblage. By using a nonlinear formulation of the strain-displacement relationship, the principle of virtual work is used to produce the differential equations of in-plane equilibrium, as well as the statical boundary conditions that govern the structural behaviour under thermal loading. These equations are solved to produce the equilibrium equations in closed form. The possibility of thermal buckling of the arch is addressed by considering an adjacent buckled equilibrium configuration, and the differential equilibrium equations for this buckled state are also derived from the principle of virtual work. It is shown that unless the arch is flat, in which case it replicates a straight column, thermal buckling of the arch in the plane of its curvature cannot occur, and the arch deflects transversely without bound in the elastic range as the temperature increases. The nonlinear behaviour of a flat arch (with a small included angle) is similar to that of a column with a small initial geometric imperfection under axial loading, while the nonlinearity and magnitude of the deflections decrease with an increase of the included angle at a given temperature. By using the closed form solutions for the problem, the influence of the stiffness of the elastic spring supports is considered, as is the attainment of temperature-dependent first yielding of a steel arch.
Publisher: Wiley
Date: 2007
DOI: 10.1002/NME.1873
Publisher: Informa UK Limited
Date: 2014
Publisher: Elsevier BV
Date: 08-2017
Publisher: American Society of Civil Engineers (ASCE)
Date: 2011
Publisher: Wiley
Date: 2002
DOI: 10.1002/NME.485
Publisher: Elsevier
Date: 2006
Publisher: Elsevier BV
Date: 07-2009
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2008
Publisher: Elsevier BV
Date: 2011
Publisher: American Society of Civil Engineers
Date: 25-02-2011
DOI: 10.1061/41142(396)13
Publisher: Elsevier BV
Date: 09-2014
Publisher: Elsevier BV
Date: 04-2002
Publisher: Springer Science and Business Media LLC
Date: 21-01-2005
DOI: 10.1617/14217
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-1994
Publisher: Informa UK Limited
Date: 2012
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2015
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-1995
Publisher: SAGE Publications
Date: 06-2006
DOI: 10.1260/136943306777641940
Abstract: Reinforced concrete cooling towers of hyperbolic shell configuration find widespread application in utilities engaged in the production of electric power. In designing critical civil infrastructure of this type, it is imperative to consider all of the possible loading conditions that the cooling tower may experience. One important loading condition in many nations is that of earthquake excitation, whose influence on the integrity and stability of cooling towers is profound. Previous research has shown that the columns supporting a cooling tower are sensitive to earthquake forces, as they are heavily loaded elements that do not possess high ductility, and understanding the behaviour of columns under earthquake excitation is vital in structural design because they provide the load path for the self weight of the tower shell. This paper presents the results of a finite element investigation of a representative “dry” cooling tower, using realistic horizontal and vertical acceleration data obtained from the recent and widely-reported Tabas, Naghan and Bam earthquakes in Iran. The results of both linear and nonlinear analyses are reported in the paper, the locations of plastic hinges within the supporting columns are identified and the ramifications of the plastic hinges on the stability of the cooling tower are assessed. It is concluded that for the (typical) cooling tower configuration analysed, the columns that are instrumental in providing a load path are influenced greatly by earthquake loading, and for the earthquake data used in this study the representative cooling tower would be rendered unstable and would collapse under the earthquake forces considered.
Publisher: Canadian Science Publishing
Date: 10-1989
DOI: 10.1139/L89-095
Abstract: The nonlinear stiffness equations that predict local and post-local buckling of plates and plate assemblies are given. These equations are validated by accurate predictions of independent test results. The elastic local buckling of longitudinally stiffened web plates in combined bending and compression is considered. Graphs which may be used to predict the optimum position of a stiffener are presented. The relationship between the area and second moment of area of a stiffener of finite dimensions that optimizes the local buckling coefficient is given for various eccentricities of end load. The post-local buckling of a longitudinally stiffened plate in uniform compression and pure bending is also considered. It is shown that the provision of a longitudinal stiffener, of proportions to enforce a node at the plate–stiffener junction, enhances significantly the postbuckling response of the plate with regard to the serviceability limit state, particularly for the case of pure bending. Key words: bending, compression, finite strips, local buckling, plates, postbuckling, stiffeners, webs.
Publisher: Thomas Telford Ltd.
Date: 09-1994
DOI: 10.1680/MACR.1994.46.168.201
Abstract: A rigorous model of the short- and long-term behaviour of a slender reinforced column and beam sub-assemblage in a sway frame is developed. The analysis includes cracking at service load levels, creep and shrinkage deformations and the second-order slenderness effects. The analysis shows that second-order moments and dejections may be substantial at service loads. These moments and dejections are accentuated by cracking and the time-dependent creep and shrinkage deformations in the concrete, and are calculated in this Paper without recourse to the contentious effective length factor. This behaviour is illustrated by computer.
Publisher: Elsevier BV
Date: 04-1996
Publisher: Elsevier BV
Date: 10-2015
Publisher: Elsevier BV
Date: 10-2015
Publisher: World Scientific Pub Co Pte Ltd
Date: 29-10-2015
DOI: 10.1142/S0219455415400283
Abstract: Field observations reveal that very long members such as railway tracks and pipelines which are subjected to axial compression, induced usually by temperature and/or pressure increases, experience localized buckling. This paper presents a solution for the antisymmetric post-buckling of such members when restrained by a nonlinear foundation that includes softening effects. The principle of minimum total potential is invoked in order to develop the governing differential equations of buckling, as well as the non-linear equations of equilibrium in the post-buckled range of structural response. In order to solve these equations, a semi-analytical solution is proposed based on a perturbation technique, as well as a numerical technique based on a single shooting procedure for the solution of boundary value problems. The results of the analysis show that the post-buckling configuration of the column changes from a lengthwise periodic mode at the initial stages of loading to an isolated sinusoidal mode at the later stages of post-buckling, which represents a localization in the post-buckling range. This response is typical of that observed often in practice. Comparisons between the results of the perturbation technique and those of the numerical approach indicate that the semi-analytical perturbation solution predicts the initial post-buckling response of a column on a nonlinear foundation quite accurately.
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2006
Publisher: Elsevier BV
Date: 2015
Publisher: Elsevier BV
Date: 11-1992
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2018
Publisher: Elsevier BV
Date: 1992
Publisher: Elsevier BV
Date: 02-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1986
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2007
Publisher: Trans Tech Publications, Ltd.
Date: 05-2014
DOI: 10.4028/WWW.SCIENTIFIC.NET/AMM.553.780
Abstract: The development of advanced computational technologies in recent years has seen studies of the effects of explosions on large structures becoming feasible and, as a consequence, the number of destructive tests and their high cost can be reduced significantly. This paper presents a study of air-burst explosion wave propagation using computational modelling based on LS-DYNA. Incident and reflected pressure waves are investigated, as well as the mesh sensitivity, different scaled distances and the charge shape. The Multi-Material Arbitrary Lagrangian-Eulerian (MM-ALE) representation is used to model the blast, and the results are validated by empirical methods. The effects of parameter values adopted in these methods are studied. The results show that LS-DYNA can effectively simulate an air-burst explosion. Additionally, the mesh size and explosive weight have a large influence on the peak incident and reflected pressures. It is observed that there is an optimum range of the mesh size in relation to the explosive weight, material properties and the scaled distance which can significantly reduce the CPU usage while having reasonable accuracy. Different charge shapes cause different pressure distributions over the air domain.
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2015
Publisher: Elsevier BV
Date: 06-2017
Publisher: Elsevier BV
Date: 07-2005
Publisher: Elsevier BV
Date: 2011
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-1995
Publisher: Elsevier BV
Date: 11-2009
Publisher: Canadian Science Publishing
Date: 12-1993
DOI: 10.1139/L93-124
Abstract: The semi-analytical complex finite strip method is used to study the elastic local buckling of composite tee-section beams in negative moment and shear which contain a longitudinal stiffener attached to the web. The optimum position of this stiffener for different positions of the neutral axis is calculated in order to maximize the local buckling stress. Design graphs for longitudinal stiffeners are presented. Interaction curves between shear and bending for different positions of the neutral axis in a stiffened girder are given. Key words: composite beams, elasticity, finite strips, local buckling, longitudinal stiffeners, webs.
Publisher: WIT Press
Date: 03-06-2014
DOI: 10.2495/SUSI140271
Publisher: Informa UK Limited
Date: 1998
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2015
Publisher: Elsevier BV
Date: 04-2009
Publisher: CRC Press
Date: 21-04-2017
Publisher: Elsevier BV
Date: 07-2008
Publisher: Elsevier BV
Date: 10-1998
Publisher: Elsevier BV
Date: 02-2004
Publisher: Elsevier BV
Date: 11-2010
Publisher: Elsevier BV
Date: 12-2013
Publisher: Springer Science and Business Media LLC
Date: 19-10-2000
Publisher: Elsevier BV
Date: 2008
Publisher: Wiley
Date: 2005
DOI: 10.1002/NME.1337
Publisher: Elsevier BV
Date: 02-2014
Publisher: Elsevier BV
Date: 03-2012
Publisher: Springer Science and Business Media LLC
Date: 12-2010
Publisher: Elsevier BV
Date: 04-2010
Publisher: Elsevier BV
Date: 10-2016
Publisher: Elsevier BV
Date: 06-2004
Publisher: SAGE Publications
Date: 10-2006
DOI: 10.1260/136943306778827484
Abstract: The inherent expense of conducting full-scale experiments on steel members at elevated temperatures reinforces the need for accurate and reliable theoretical modelling, in order to assess their structural response under fire loading. The behaviour of steel members at elevated temperatures is quite complex and often counter-intuitive, and hitherto advanced finite element packages have been preferred over more generic or analytical solutions. Because of this, the significance of some parameters that influence the behaviour greatly may be lost. This article presents a generic modelling of the behaviour of a restrained beam member in a compartment fire, using the philosophy of a sub-assembly approach in lieu of a global modelling of the structure, which is allowed by the Eurocode standard. The analysis is elastic and therefore ignores yielding and the catenary effects that result at higher temperatures, and is based on the theorems of virtual work which allows for the prescription of governing differential equations of equilibrium and of the static boundary conditions. The equations of equilibrium are solved for some specific cases of restraint, and it is shown how the analytical solutions lead directly to prescriptive modelling of the structural behaviour, and importantly these equations lend themselves readily to codification in fire engineering design.
Publisher: Elsevier BV
Date: 02-2018
Publisher: Elsevier BV
Date: 07-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 09-2015
Publisher: Thomas Telford Ltd.
Date: 02-2002
DOI: 10.1680/STBU.2002.152.1.57
Abstract: This paper is concerned with the strength design of class 1 and class 2 steel I-beams that are curved in plan under vertical (or transverse) loading. It proposes and exemplifies straightforward lower bound interaction equations for designing steel I-beams curved in plan against combined bending and torsion actions, which are both easy to use and consistent with the corresponding methods of BS 5950 for designing steel members subjected to bending. The interaction equations incorporate the significant effects of the included angle and the secondary minor axis bending and torsion actions, and allow for different configurations of lateral bracing. The use of the proposed interaction equations will facilitate the strength design of steel I-beams curved in plan, and lead to safe and more economical structures.
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2011
Publisher: Elsevier BV
Date: 10-2018
Publisher: Elsevier BV
Date: 07-2003
Publisher: American Society of Civil Engineers
Date: 04-04-2017
Publisher: Elsevier BV
Date: 05-2017
Publisher: Springer Science and Business Media LLC
Date: 27-03-2013
Publisher: Elsevier BV
Date: 05-1994
Publisher: Elsevier BV
Date: 08-2003
Publisher: Elsevier BV
Date: 07-2012
Publisher: Wiley
Date: 19-01-2011
DOI: 10.1002/NME.2990
Publisher: Elsevier BV
Date: 02-2012
Publisher: Elsevier BV
Date: 06-2010
Publisher: Springer Science and Business Media LLC
Date: 03-05-2018
Publisher: Thomas Telford Ltd.
Date: 05-2013
Abstract: A five-phase composite sphere model for the matrix in recycled aggregate concrete (RAC) is proposed and a closed-form solution for chloride diffusivity is calibrated with available experimental data. Based on a parametric study, it is found that the chloride diffusivity of RAC with Fuller gradation is always smaller than that with an equal volume fraction gradation. Furthermore, the chloride diffusivity of RAC decreases with an increase in minimum aggregate diameter whereas it increases with the old residual mortar content, recycled aggregate replacement rate and thickness of the old interfacial transition zone.
Publisher: Elsevier BV
Date: 1988
Publisher: Wiley
Date: 05-06-2015
DOI: 10.1002/NME.4936
Publisher: Wiley
Date: 13-12-2006
DOI: 10.1002/CNM.840
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2010
Publisher: Elsevier BV
Date: 09-2016
Publisher: Wiley
Date: 2002
DOI: 10.1002/NME.457
Publisher: Elsevier BV
Date: 05-2016
Publisher: Elsevier BV
Date: 1987
Publisher: Elsevier BV
Date: 11-2018
Publisher: American Institute of Aeronautics and Astronautics (AIAA)
Date: 03-2005
DOI: 10.2514/1.12623
Publisher: Elsevier BV
Date: 2017
Publisher: Elsevier BV
Date: 11-2017
Publisher: SAGE Publications
Date: 02-2006
DOI: 10.1260/136943306776232855
Abstract: This paper addresses the issue of the deformations that occur in composite steel-concrete beams caused by the quasi-viscoelastic effects of creep and shrinkage of the concrete slab, and in which the effects of partial shear interaction (PI) at the interface between the slab and the steel joist are included in the analysis. By making recourse to an algebraic representation of the viscoelastic response of the concrete, the formulation in this paper leads to a unique and useful solution of the problem in closed form, which follows from the establishment of a second order linear differential equation. The solution therefore does not require a discretisation along the beam as is usually required for numerical techniques, but only one discretisation in the time domain, and furthermore the resulting solution is generic in the sense that it may be applied for a variety of loading and restraint conditions. Specific solutions, which are validated against a numerical technique reported elsewhere, are presented for the cases of a simply supported beam, an encastré beam and for a propped cantilever.
Publisher: American Concrete Institute
Date: 03-2018
DOI: 10.14359/51701133
Publisher: Elsevier BV
Date: 11-2017
Publisher: Elsevier BV
Date: 09-2010
Publisher: Elsevier BV
Date: 06-2004
Publisher: Elsevier BV
Date: 05-1997
Publisher: Elsevier BV
Date: 04-1989
Publisher: Elsevier BV
Date: 11-2009
Publisher: Thomas Telford Ltd.
Date: 05-2005
DOI: 10.1680/MACR.2005.57.4.235
Abstract: Slender structural members experience geometric non-linearities under eccentric axial compression. Reinforced concrete columns under sustained compression also experience material non-linearities owing to the viscoelastic effects attributable to shrinkage and creep. This paper presents a technique based on expanding the deflected shape of an eccentrically loaded column as a Fourier series to study the response of rectangular reinforced concrete columns under a sustained compressive force applied at each end with unequal eccentricities. The technique allows for the coupling of geometric non-linearity and viscoelasticity, and includes cracking of the concrete. Test results are reported on five slender columns of square cross-section (with L/D ratios of 33·3) under sustained axial compression applied eccentrically, and it is shown that the numerical scheme predicts the experimental results with good accuracy. These test results also add to the smallish pool of accurately conducted experiments on slender columns under sustained loading, and especially provide benchmark test data for unequal end eccentric loading for which test results seem somewhat scarce.
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-2004
Publisher: Elsevier BV
Date: 05-2007
Publisher: Elsevier BV
Date: 07-1993
Publisher: World Scientific Pub Co Pte Ltd
Date: 10-2017
DOI: 10.1142/S0219455417500821
Abstract: This paper is concerned with an analytical study of the nonlinear in-plane equilibrium and buckling of fixed shallow circular arches that are subjected to an arbitrary radial concentrated load. The structural behavior of an arch under an arbitrary radial concentrated load is quite different from that of an arch under a central concentrated load. It is shown that a fixed arch under an arbitrary radial concentrated load can buckle in a limit point instability mode, but cannot buckle in a bifurcation mode, which is different from that of a fixed arch under a central concentrated load that can buckle in a bifurcation mode or in a limit point instability mode. Analytical solutions for the nonlinear equilibrium path and limit point buckling load of shallow circular arches under an arbitrary radial concentrated load are derived. It is found that the load position influences the buckling load significantly and the influence is much related to the modified slenderness of the arch defined in the paper. It is also found that when the modified slenderness of an arch is smaller than a specific value, the arch has no typical buckling behavior. The analytical solution for the relationship of the specific modified slenderness with the load position is also derived. Comparisons with finite element (FE) results show that the analytical solutions can accurately predict the nonlinear equilibrium and buckling load of shallow fixed arches under an arbitrary radial concentrated load.
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-2002
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2015
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2001
Publisher: Elsevier BV
Date: 03-2016
Publisher: Elsevier BV
Date: 04-2017
Publisher: Elsevier BV
Date: 12-2015
Publisher: World Scientific Pub Co Pte Ltd
Date: 06-2009
DOI: 10.1142/S0219455409003004
Abstract: The elastic response of curved beams subjected to moving vertical loads and dynamic loads is investigated. Incremental dynamic equilibrium equations are derived by using the principle of virtual work. Newmark's step-by-step procedure is adopted to discretise the dynamic equilibrium equations and obtain the time history response. Geometric nonlinearities due to large deflections and rotations are taken into account. A total Lagrangian finite element formulation is developed. The numerical models are compared with the existing analytical solutions and employed to show the effects of geometric nonlinearities as well as the initial curvature on the dynamic behaviour of curved I-beams. It is shown that the geometric nonlinearities are significant even for service loads. The nonlinear behaviour of a curved beam is substantially different from the nonlinear behaviour of a straight beam when the initial curvature is not small.
Publisher: Elsevier BV
Date: 07-1995
Publisher: Springer Science and Business Media LLC
Date: 12-08-2010
Publisher: Elsevier BV
Date: 06-2005
Publisher: Elsevier BV
Date: 06-2012
Publisher: Elsevier BV
Date: 12-2008
Publisher: Elsevier BV
Date: 1985
Publisher: Elsevier BV
Date: 1993
Publisher: SAGE Publications
Date: 06-2010
DOI: 10.1260/1369-4332.13.3.501
Abstract: This paper considers the thermo-elastic behaviour of shallow steel arches of long span, which are deployed in large roofing applications such as airport terminals, during a fire. The analysis of shallow arches requires recourse to geometrically non-linear analysis, which is further complicated by the nature of the thermal loading which may occur under a fire and of the degradation of the material properties of steel during a fire. A general technique based on the principle of virtual work is developed, and the analysis results in a formulation in closed form, which includes the stiffness of a tie between the supports of an arch and the supporting columns. It illustrates that these long span structural arch roofing elements are stressed at a low enough level to, in general, preclude considering inelastic effects during a typical fire, so that the simplifying assumptions of elastic behaviour are valid. Guidance is suggested for preliminary design purposes.
Publisher: Elsevier BV
Date: 08-2012
Publisher: Elsevier BV
Date: 12-2017
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2016
Publisher: Elsevier BV
Date: 2002
Publisher: Elsevier BV
Date: 11-1994
Publisher: Elsevier BV
Date: 03-2007
Publisher: Elsevier BV
Date: 09-2017
Publisher: Thomas Telford Ltd.
Date: 03-1994
DOI: 10.1680/MACR.1994.46.166.29
Abstract: Tests are reported on two profiled composite steel-concrete beams and two reinforced concrete beams of the same flexural strength as the projiled beams under service loads. The beams were monitored under sustained loading for a period of approximately 250 days. Time-dependent deflections and strains in the beams were measured over this period, as werethe creep coeflcients and shrinkage strains of companion specimens. lhe results show thatthe time-dependent deformations of the profled composite steel-concrete beams are significantly less than those of the reinforced concrete beams. The test results are intended toprovide benchmark data for validating theoretical predictions of the deformations of profiled composite beams under service-load conditions.
Publisher: Elsevier BV
Date: 10-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-1990
Publisher: Wiley
Date: 07-03-2013
DOI: 10.1016/J.ADOLESCENCE.2013.01.005
Abstract: The present study employed latent growth mixture modeling to discern distinct trajectories of loneliness using data collected at 2‐year intervals from age 7–17 years ( N = 586) and examine whether measures taken at age 5 years were good predictors of group membership. Four loneliness trajectory classes were identified: (1) low stable (37% of the s le), (2) moderate decliners (23%), (3) moderate increasers (18%), and (4) relatively high stable (22%). Predictors at age 5 years for the high stable trajectory were low trust beliefs, low trusting, low peer acceptance, parent reported negative reactivity, an internalizing attribution style, low self‐worth, and passivity during observed play. The model also included outcome variables. We found that both the high stable and moderate increasing trajectories were associated with depressive symptoms, a higher frequency of visits to the doctor, and lower perceived general health at age 17. We discuss implications of findings for future empirical work.
Publisher: Thomas Telford Ltd.
Date: 05-2003
DOI: 10.1680/STBU.2003.156.2.111
Abstract: Double skin composite (DSC) panels are constructed by filling concrete between two steel plates welded with stud shear connectors at a regular spacing. Steel plates in DSC panels used as two-way slabs or shearwalls may buckle locally between stud shear connectors when subjected to in-plane biaxial compression. This paper investigates the local and post-local buckling behaviour of biaxially compressed steel plates restrained by shear connectors and concrete in DSC panels by using the finite element modelling technique. Local buckling coefficients are obtained for steel plates with various aspect ratios, biaxial loading and boundary conditions by incorporating the shear stiffness effect of stud shear connectors. These buckling coefficients can be used to determine limiting width-to-thickness ratios for steel plates and the distribution of stud shear connectors. A geometric and material non-linear analysis is undertaken to quantify the post-local buckling strength of steel plates under biaxial compression. The initial imperfections of steel plates and non-linear shear–slip characteristics of stud shear connectors are taken into account in the post-local buckling analysis. Based on numerical results, biaxial strength interaction curves and formulae are developed for the ultimate strength design of steel plates in double skin composite construction.
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-1995
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2015
Publisher: Elsevier BV
Date: 06-1999
Publisher: Elsevier
Date: 2007
Publisher: Elsevier BV
Date: 2017
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-1990
Publisher: Elsevier BV
Date: 08-1998
Publisher: Elsevier BV
Date: 03-2004
Publisher: Elsevier BV
Date: 1982
Publisher: Elsevier BV
Date: 2011
Publisher: Elsevier BV
Date: 04-2011
Publisher: Elsevier BV
Date: 02-1997
Publisher: Elsevier BV
Date: 10-2000
Publisher: WIT Press
Date: 11-07-2018
DOI: 10.2495/HPSM180091
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-1993
Publisher: WIT Press
Date: 11-06-2014
DOI: 10.2495/MAR140221
Publisher: Elsevier BV
Date: 05-1999
Publisher: Elsevier BV
Date: 03-2009
Publisher: Mathematical Sciences Publishers
Date: 19-04-2010
Publisher: Elsevier BV
Date: 09-2015
Publisher: Elsevier BV
Date: 03-2007
Publisher: Elsevier BV
Date: 12-2013
Publisher: Elsevier BV
Date: 10-2008
Publisher: Thomas Telford Ltd.
Date: 05-1992
Publisher: Elsevier BV
Date: 2006
Publisher: Elsevier BV
Date: 08-2016
Publisher: Thomas Telford Ltd.
Date: 08-1992
Publisher: Elsevier BV
Date: 1988
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-2000
Publisher: Elsevier BV
Date: 06-2018
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2011
Publisher: Elsevier BV
Date: 2016
Publisher: Elsevier BV
Date: 04-1998
Publisher: Elsevier BV
Date: 2011
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2007
Publisher: Informa UK Limited
Date: 09-2016
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2001
Publisher: Elsevier BV
Date: 07-2016
Publisher: Elsevier BV
Date: 1994
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2015
Publisher: Elsevier BV
Date: 1990
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2016
Publisher: Elsevier BV
Date: 2012
Publisher: Springer Science and Business Media LLC
Date: 20-06-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-1989
Publisher: Elsevier BV
Date: 04-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-1988
Publisher: Elsevier BV
Date: 09-2000
Publisher: Elsevier BV
Date: 08-2007
Publisher: Trans Tech Publications, Ltd.
Date: 05-2014
DOI: 10.4028/WWW.SCIENTIFIC.NET/AMM.553.606
Abstract: This paper presents a finite element model for the linear and nonlinear analysis of time-dependent behaviour of concrete-filled steel tubular (CFST) arches. It is known when a CFST arch is subjected to a sustained load, the visco-elastic effects of creep in the concrete core will result in significant increases of the deformations and internal forces in the long-term. In this paper, a finite element model is developed using the age-adjusted effective modulus method to describe the creep behaviour of the concrete core. The finite element results of long-term displacement and stress redistribution agree very well with their analytical counterparts. The finite element model is then used to compare the linear and nonlinear results for the long-term behaviour of shallow CFST arches. It is demonstrated that the linear analysis underestimates the long-term deformations and internal force significantly and that to predict the time-dependent behaviour shallow CFST arches accurately, the nonlinear analysis is essential.
Publisher: Elsevier BV
Date: 02-2002
Publisher: IOP Publishing
Date: 06-2014
Publisher: World Scientific Pub Co Pte Ltd
Date: 25-02-2016
DOI: 10.1142/S0219455415500662
Abstract: This paper presents the shaking table tests and an analytical study of structures with a suspended mass under coupled horizontal and tilting ground motions (CHT) caused by an earthquake. Shaking table tests of a 1:10 scaled model for a converter valve hall with a suspended mass in a high-voltage direct current electric power transmission station are carried out. The equations of motion for the structure, including the influence of the rotary inertia of the suspended mass, are derived. The responses of the model to different ground motions during an earthquake are investigated. It is found that the tilting ground motion plays a significant role in predicting the seismic response of the structure, and it needs to be considered in association with the horizontal ground motion. The response of the structure with a suspended mass to CHT ground motion is much larger than that to horizontal ground motion. The possibility of replacing the steel cables with springs as the suspending components is also investigated, and the spring is shown not to influence the acceleration and displacement responses greatly, but it significantly reduces the tension in the suspending components. Therefore, when a suspended mass is used as a mass-pendulum mitigation system, it is more advantageous to use springs or members having a low axial rigidity as the suspending components. In addition, the effects of the length of the cables and springs on the seismic response of the model with a suspended mass are also explored. It is found that the shorter the cables (or springs), the better the mitigation effects of the suspended mass on the main structure.
Publisher: Elsevier BV
Date: 11-2011
Publisher: Elsevier BV
Date: 2011
Publisher: Elsevier BV
Date: 10-2010
Publisher: Elsevier BV
Date: 03-1996
Publisher: Elsevier BV
Date: 10-2008
Publisher: Thomas Telford Ltd.
Date: 06-2009
DOI: 10.1680/EACM.2009.162.2.77
Abstract: A model is developed for the thermoelastic restrained distortional buckling (RDB) of a steel joist in a composite beam in a steel-framed building that may take place during a compartment fire. The overall or member buckling mode must necessarily involve cross-sectional distortion, since the rigid concrete slab in the composite beam prevents the top flange of the steel joist from freely translating, rotating and twisting as would occur in conventional flexural-torsional buckling. The solution is based on a stiffness approach, with the buckling deformations being represented by a Fourier series and the Ritz method being invoked to determine an eigensolution for the critical temperature. High levels of axial restraint provided by cooler frame members can produce significant thermally induced pre-buckling compression, which can lead to early thermoelastic buckling. This significant axial force can lead to potential failure of the connections at the ends of the member, and premature buckling is advantageous as it can relieve the development of this large compressive action. The numerical solution is used to investigate the influence of the parameters affecting RDB of a composite beam in a fire.
Publisher: SAGE Publications
Date: 2002
Abstract: This paper presents a method for the service-load analysis of continuous composite beams. Both short-term and time-dependent analyses are carried out, in which cracking, creep and shrinkage of the concrete slab are considered. The time-dependent response of in idual cross-sections is modelled using the Age-Adjusted Effective Modulus Method coupled with a relaxation procedure, and the lengthwise or longitudinal analysis of the member makes use of the force method of structural analysis. Both propped and unpropped construction may be modelled. The numerical solution requires iteration, but is suited to straightforward spreadsheet or conventional programming on a personal computer, on which the analysis is performed rapidly. The scope of the method is demonstrated in a simple ex le of the behaviour of a two-span beam with the same sustained loading that is cast propped or unpropped.
Publisher: American Society of Civil Engineers (ASCE)
Date: 2017
Publisher: American Society of Civil Engineers (ASCE)
Date: 02-2017
Publisher: Springer Science and Business Media LLC
Date: 03-12-2011
Publisher: American Society of Civil Engineers (ASCE)
Date: 04-2016
Publisher: Elsevier BV
Date: 10-2017
Publisher: Wiley
Date: 20-04-1999
DOI: 10.1002/(SICI)1097-0207(19990420)44:11<1685::AID-NME562>3.0.CO;2-9
Publisher: Elsevier BV
Date: 04-2013
Publisher: Elsevier BV
Date: 04-2014
Publisher: SAGE Publications
Date: 10-2002
DOI: 10.1260/136943302320974590
Abstract: Steel and FRP plating reinforced concrete structures is increasingly being used for retrofitting. Plates can be bonded to any surface of a beam or slab, although it is common practice to adhesively bond plates to the tension faces. The addition of these tension face plates reduces the sectional ductility of the beam. Furthermore, these tension face plates are prone to premature debonding because the stress concentrations induced by these plates overlap with those induced by the tension reinforcing bars adjacent to the plate. Solutions to these two problems, which are the subject of this paper, consist of: adhesively bonding plates to the compression faces to counterbalance the tension face plates and, hence, improve the beam sectional ductility and to extend the tension face plates, in continuous beams, past the points of contraflexure so that they terminate in a compression face. In this paper, eleven new tests on 340 mm deep beams are presented that show that compression face plates are less prone to debonding than tension face plates.
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2018
Publisher: Elsevier BV
Date: 1991
Publisher: Elsevier BV
Date: 07-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-2005
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2006
Publisher: American Society of Civil Engineers (ASCE)
Date: 1994
Publisher: Elsevier BV
Date: 1994
Publisher: World Scientific Pub Co Pte Lt
Date: 12-2006
DOI: 10.1142/S0219455406002118
Abstract: Circular thin-walled elastic tubes under concentric axial loading usually fail by shell buckling, and in practical design procedures the buckling load can be determined by modifying the local buckling stress to account empirically for the imperfection sensitive response that is typical in Donnell shell theory. While the local buckling stress of a hollow thin-walled tube under concentric axial compression has a solution in closed form, that of a thin-walled circular tube with an elastic infill, which restrains the local buckling mode, has received far less attention. This paper addresses the local buckling of a tubular member subjected to axial compression, and formulates an energy-based technique for determining the local buckling stress as a function of the stiffness of the elastic infill by recourse to a transcendental equation. This simple energy formulation, with one degree of buckling freedom, shows that the elastic local buckling stress increases from 1 to [Formula: see text] times that of a hollow tube as the stiffness of the elastic infill increases from zero to infinity the latter case being typical of that of a concrete-filled steel tube. The energy formulation is then recast into a multi-degree of freedom matrix stiffness format, in which the function for the buckling mode is a Fourier representation satisfying, a priori, the necessary kinematic condition that the buckling deformation vanishes at the point where it enters the elastic medium. The solution is shown to converge rapidly, and demonstrates that the simple transcendental formulation provides a sufficiently accurate representation of the buckling problem.
Publisher: Wiley
Date: 10-07-2001
DOI: 10.1002/NME.155.ABS
Publisher: Elsevier BV
Date: 2010
Publisher: American Concrete Institute
Date: 07-2014
DOI: 10.14359/51686629
Publisher: American Society of Civil Engineers (ASCE)
Date: 08-2007
Publisher: Elsevier BV
Date: 03-2008
Publisher: American Society of Civil Engineers (ASCE)
Date: 03-1992
Publisher: Elsevier BV
Date: 06-2000
Publisher: Elsevier BV
Date: 11-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 09-1983
Publisher: Wiley
Date: 10-10-1999
DOI: 10.1002/(SICI)1097-0207(19991010)46:4<535::AID-NME686>3.0.CO;2-Q
Publisher: Elsevier BV
Date: 05-2012
Publisher: Elsevier BV
Date: 09-2012
Publisher: Emerald
Date: 15-11-2011
DOI: 10.1108/02644401111179009
Abstract: The purpose of this paper is to develop a computational technique to couple finite element and meshfree methods for locking‐free analysis of shear deformable beams and plates, and to impose the boundary conditions directly when the matching field approach is adopted in the meshfree region. Matching field approach eliminates shear‐locking which may occur due to inconsistencies in the approximations of the transverse displacement and rotation fields in shear‐deformable beams and plates. Continuous blending method is modified in order to be able to satisfy the constraint conditions of the matching field strategy. For both transverse displacement and rotation fields, the developed technique produces approximation functions that satisfy the Kronecker delta property at the required nodes of the meshfree region when the matching field approach is adopted. This approach allows for direct assembly of the stiffness matrices that are built for separate finite element and meshfree regions when the matching field approach is adopted. The boundary conditions can be directly applied, and the reaction forces can also be calculated directly from the structural stiffness matrix by using the developed technique.
Publisher: Elsevier BV
Date: 1993
Publisher: Elsevier BV
Date: 07-2018
Publisher: American Society of Civil Engineers (ASCE)
Date: 10-1993
Publisher: Elsevier BV
Date: 2016
Publisher: Elsevier BV
Date: 10-2018
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2015
Publisher: Elsevier BV
Date: 2011
Publisher: American Society of Civil Engineers (ASCE)
Date: 06-2007
Publisher: American Society of Civil Engineers (ASCE)
Date: 05-2006
Publisher: Thomas Telford Ltd.
Date: 11-1995
Publisher: Elsevier BV
Date: 2016
Publisher: Elsevier BV
Date: 05-2012
Publisher: Elsevier BV
Date: 1990
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2013
Publisher: Elsevier BV
Date: 06-2010
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2013
Publisher: American Society of Civil Engineers (ASCE)
Date: 12-2009
Publisher: Elsevier BV
Date: 12-2018
Publisher: Elsevier BV
Date: 10-2013
Publisher: Elsevier BV
Date: 07-2001
Publisher: Elsevier BV
Date: 1986
Publisher: Elsevier BV
Date: 09-2010
Publisher: Elsevier BV
Date: 12-2018
Publisher: Wiley
Date: 10-06-2000
DOI: 10.1002/(SICI)1097-0207(20000610)48:4<583::AID-NME898>3.0.CO;2-A
Publisher: American Society of Civil Engineers (ASCE)
Date: 1992
Publisher: American Society of Civil Engineers (ASCE)
Date: 07-2007
Publisher: Elsevier BV
Date: 06-2014
Publisher: Elsevier BV
Date: 08-2004
Publisher: Elsevier BV
Date: 10-2010
Publisher: Elsevier BV
Date: 09-2015
Publisher: Elsevier BV
Date: 11-2008
Publisher: Elsevier BV
Date: 08-2012
Publisher: Elsevier BV
Date: 11-2016
Publisher: Elsevier BV
Date: 06-2000
Publisher: Elsevier BV
Date: 10-2009
Publisher: Elsevier BV
Date: 2010
Publisher: Elsevier BV
Date: 02-2017
Publisher: Springer Science and Business Media LLC
Date: 31-08-2017
Publisher: Elsevier BV
Date: 08-2018
Publisher: Elsevier BV
Date: 12-2012
Publisher: Elsevier BV
Date: 09-2016
Publisher: Elsevier BV
Date: 05-2006
Publisher: Elsevier BV
Date: 02-1997
Publisher: American Society of Civil Engineers (ASCE)
Date: 11-2008
No related grants have been discovered for Mark Bradford.