Publications
355 results found
Boyez A, Sadowski AJ, Izzuddin BA, 2016, A novel 'boundary layer' finite element for the efficient analysis of thin cylindrical shells, Computers and Structures, Vol: 182, Pages: 573-587, ISSN: 0045-7949
Classical shell finite elements usually employ low-order polynomial shape functions to interpolate between nodal displacement and rotational degrees of freedom. Consequently, carefully-designed fine meshes are often required to accurately capture regions of high local curvature, such as at the ‘boundary layer’ of bending that occurs in cylindrical shells near a boundary or discontinuity. This significantly increases the computational cost of any analysis.This paper is a ‘proof of concept’ illustration of a novel cylindrical axisymmetric shell element that is enriched with rigorously-derived transcendental shape functions to exactly capture the bending boundary layer. When complemented with simple polynomials to express the membrane displacements, a single boundary layer shell element is able to support very complex displacement and stress fields that are exact for distributed element loads of up to second order. A single element is usually sufficient per shell segment in a multi-strake shell.The predictions of the novel element are compared against analytical solutions, a classical axisymmetric shell element with polynomial shape functions and the ABAQUS S4R shell element in three problems of increasing complexity and practical relevance. The element displays excellent numerical results with only a fraction of the total degrees of freedom and involves virtually no mesh design. The shell theory employed at present is kept deliberately simple for illustration purposes, though the formulation will be extended in future work.
Izzuddin BA, Jokhio GA, 2016, Mixed-Dimensional Coupling for Parallel Partitioned Nonlinear Finite-Element Analysis, Journal of Computing in Civil Engineering, Vol: 31, ISSN: 1943-5487
This paper presents a novel mixed-dimensional coupling method for parallel partitioned analysis, allowing efficient nonlinear structural analysis with selective deployment of differently dimensioned elements. With this method, a structural domain is decomposed into partitions that are processed in parallel using a recently developed dual super-element partitioning approach. Individual partitions consist exclusively of reduced dimensioned (1D) or higher dimensioned (3D continuum) elements, and coupling between 1D and 3D partitions is introduced at the boundary of 3D partitions, enabling a reduction in the communication overhead. Several examples are provided to verify the proposed approach and demonstrate its benefits for nonlinear structural analysis.
Zhang Y, Macorini L, Izzuddin BA, 2016, Mesoscale partitioned analysis of brick-masonry arches, Engineering Structures, Vol: 124, Pages: 142-166, ISSN: 1873-7323
Past research has shown that masonry mesoscale descriptions, where bricks and mortar joints are modelled separately, offer a realistic representation of the mechanical behaviour of masonry components. In the case of masonry arches, thus far the use of this approach has been restricted to 2D analysis mainly because of the significant computational effort required. However conventional 2D models may lead to a crude representation of the response of masonry arches which is inherently three-dimensional, and they cannot properly capture the actual response of masonry arches subjected to eccentric loading or the behaviour of arches with complex geometry (e.g. skew arches). In this paper, the nonlinear response of brick-masonry arches up to collapse is investigated using an accurate 3D mesoscale description utilising solid elements for representing brick units and 2D nonlinear interface elements for describing mortar joints and brick-mortar interfaces. The masonry mesoscale strategy is then combined with a domain partitioning approach allowing for parallel computation which guarantees computational efficiency. The accuracy and potential of the proposed numerical description are shown in numerical examples, including comparisons against experimental results on realistic square and skew brick-masonry arches.
Chisari C, Macorini L, Amadio C, et al., 2016, Optimal sensor placement for structural parameter identification, Structural and Multidisciplinary Optimization, Vol: 55, Pages: 647-662, ISSN: 1615-147X
The identification of model material parameters is often required when assessing existing structures, in damage analysis and structural health monitoring. A typical procedure considers a set of experimental data for a given problem and the use of a numerical or analytical model for the problem description, with the aim of finding the material characteristics which give a model response as close as possible to the experimental outcomes. Since experimental results are usually affected by errors and limited in number, it is important to specify sensor position(s) to obtain the most informative data. This work proposes a novel method for optimal sensor placement based on the definition of the representativeness of the data with respect to the global displacement field. The method employs an optimisation procedure based on Genetic Algorithms and allows for the assessment of any sensor layout independently from the actual inverse problem solution. Two numerical applications are presented, which show that the representativeness of the data is connected to the error in the inverse analysis solution. These also confirm that the proposed approach, where different practical constraints can be added to the optimisation procedure, can be effective in decreasing the instability of the parameter identification process.
Tubaldi E, Macorini L, Izzuddin BA, 2016, SAFETY OF MASONRY ARCH BRIDGES AGAINST FLOOD HAZARD, ARCH'16 Conference
Stylianidis PM, Nethercot DA, Izzuddin BA, et al., 2016, Robustness assessment of frame structures using simplified beam and grillage models, Engineering Structures, Vol: 115, Pages: 78-95, ISSN: 1873-7323
Simplified analysis methods derived in previous studies are employed for studying the progressive collapse behaviour of steel and composite buildings. A regular frame building is considered and various scenarios of sudden column removal, each affecting different floor areas in terms of geometry and boundary conditions, are applied. Descriptions of the pseudo-static responses of the various constitutive beams are obtained based on both detailed representations of the nonlinear static responses and by applying a new simplified approach proposed in a separate publication. Comparisons between the results of the two methods confirm that the simplified approach is capable of describing behaviour with reasonable accuracy. By employing a simplified multi-level assessment approach that has been previously derived at Imperial College, grillage-type approximations are obtained and used to examine the floor dynamic behaviour for the various column removal cases. It is found that, although the structural response varies depending on the location of the initial damage, substantial connection strength is required in all cases in order to provide resistance to progressive collapse. In addition, for average levels of connection ductility, failure most likely occurs prior to the development of tensile catenary action in the beams, which indicates that the provision of tying resistance may not be effective in enhancing robustness. Therefore, the combined action of flexure and compressive arching in the beams is likely to form the principal collapse resisting mechanism in common practical applications, which confirms similar conclusions made in previous studies at Imperial. The provision of adequate levels of connection moment capacity – in combination with sufficient ductility supply – is, therefore, the most effective way of securing structural robustness.
Jiang B, Li G-Q, Izzuddin BA, 2016, Dynamic performance of axially and rotationally restrained steel columns under fire, Journal of Constructional Steel Research, Vol: 122, Pages: 308-315, ISSN: 1873-5983
Micallef M, Vollum R, Izzuddin, 2016, CONTROLLING CRACK WIDTHS IN WALLS RESTRAINED AT THEIR BASE AND ENDS, fib Symposium 2016
Following casting, concrete cracks if early-age thermal (EAT) and long-term (LT) shrinkagemovement is restrained. Crack control is of particular importance in walls which rely solely onconcrete for water tightness, such as retaining walls and water resisting tanks. It is well establishedthat the cracking behaviour of end restrained members is very different from that of edge restrainedwalls. For this reason, both restraint types are considered separately in literature and in codes ofpractice such as Eurocode 2 (EN 1992). In reality, combined edge and end restraint is present in manyreinforced concrete (RC) structures. In the absence of design recommendations for combinedrestraint, U.K. engineers commonly design crack control reinforcement for end restraint as it is theworst case. In the authors’ opinion, this is wasteful as it leads to the provision of unnecessaryreinforcement. To this end, an experimental programme was conducted to investigate cracking in RCwalls with combined base and end restraint. The measured and calculated crack widths are comparedwith the predictions of EN 1992 for edge and end restraint. The results suggest that crack widths inwalls with combined edge and end restraint can be calculated with the EN 1992 equations for crackingin edge restrained walls.
Xavier FB, Macorini L, Izzuddin BA, 2016, Contribution of masonry cladding for robustness enhancement of multi-storey buildings under sudden column loss, 16th International Brick and Block Masonry Conference
Stylianidis PM, Nethercot DA, Izzuddin BA, et al., 2016, Study of the mechanics of progressive collapse with simplified beam models, Engineering Structures, Vol: 117, Pages: 287-304, ISSN: 1873-7323
Methods for assessing structural robustness need to move away from the traditional norms of prescriptive rules and become more similar to those used in conventional structural design. They should therefore be based on a sound understanding of the mechanics of the problem and provide quantitative indication of its effects. Several Codes and Design Guides consider the sudden column removal approach as their principal method for progressive collapse assessment. The level of robustness is defined based on the capability of the remaining structure for sustaining the additional loading imposed by the column loss. Most likely, the beams adjacent to the lost column and their supporting connections form the principal load paths. The present paper presents a detailed study of the response of those components under the conditions experienced following column removal. Suitable analysis approaches that have been previously developed at Imperial College London are employed to investigate the basic features of the behaviour, while several simplifications are applied for exploring particular effects. The study concludes with the development of a simplified method for simulating the nonlinear dynamic response of axially restrained and unrestrained beams following column removal. The capability of the new simplified method to accurately describe performance is demonstrated through a set of suitable applications presented in a separate publication.
Izzuddin BA, Liang Y, 2016, Bisector and zero-macrospin co-rotational systems for shell elements, International Journal for Numerical Methods in Engineering, Vol: 105, Pages: 286-320, ISSN: 1097-0207
A principal issue in any co-rotational approach for large displacement analysis of plates and shells is associated with the specific choice of the local reference system in relation to the current deformed element configuration. Previous approaches utilised local co-rotational systems, which are invariant to nodal ordering, a characteristic that is deemed desirable on several fronts; however, the associated definitions of the local reference system suffered from a range of shortcomings, including undue complexity, dependence on the local element formulation and possibly an asymmetric tangent stiffness matrix. In this paper, new definitions of the local co-rotational system are proposed for quadrilateral and triangular shell elements, which achieve the invariance characteristic to the nodal ordering in a relatively simple manner and address the aforementioned shortcomings. The proposed definitions utilise only the nodal coordinates in the deformed configuration, where two alternative definitions, namely, bisector and zero-macrospin definitions, are presented for each of quadrilateral and triangular finite elements. In each case, the co-rotational transformations linking the local and global element entities are presented, highlighting the simplicity of the proposed approach. Several numerical examples are finally presented to demonstrate the effectiveness and relative accuracy of the alternative definitions proposed for the local co-rotational system.
Liang Y, Izzuddin BA, 2016, Large displacement analysis of sandwich plates and shells with symmetric/asymmetric lamination, Computers & Structures, Vol: 166, Pages: 11-32, ISSN: 0045-7949
This paper proposes a kinematic model for sandwich plates and shells, utilising a novel zigzag function that is effective for symmetric and asymmetric cross-sections, and employing a piecewise through-thickness distribution of the transverse shear strain. The proposed model is extended to large displacement analysis using a co-rotational framework, where a 2D local shell system is proposed for the direct coupling of additional zigzag parameters. A 9-noded co-rotational shell element is developed based on the proposed approach, which utilises the MITC method for overcoming locking effects. Several linear/nonlinear analysis examples of sandwich structures demonstrate the effectiveness of the proposed approach.
Guo L, Xiang J, Latham J-P, et al., 2016, A numerical investigation of mesh sensitivity for a new three-dimensional fracture model within the combined finite-discrete element method, Engineering Fracture Mechanics, Vol: 151, Pages: 70-91, ISSN: 1873-7315
Recently a new three-dimensional fracture model has been developed in the context of the combined finite-discrete element method. In order to provide quantitative guidance for engineering applications, mesh size and orientation sensitivity are investigated by specially designed numerical tests. The mesh size sensitivity is analysed by modelling a single tensile fracture propagation problem and three-point bending tests using a series of models with the same geometry but different structured mesh sizes. The mesh orientation sensitivity is investigated by diametrically compressing a disc specimen of unstructured meshes from different angles. The computational efficiency of the three-dimensional fracture model is also studied.
Liang Y, Izzuddin BA, 2016, An optimisation approach towards locking-free isotropic shell elements, 6th International Conference on Structural Engineering, Mechanics and Computation (SEMC), Publisher: CRC PRESS-BALKEMA, Pages: 491-497
Xavier FB, Macorini L, Izzuddin BA, 2016, Contribution of masonry cladding for robustness enhancement of multi-storey buildings under sudden column loss, 16th International Brick and Block Masonry Conference (IBMAC), Publisher: CRC PRESS-BALKEMA, Pages: 1383-1390
Xavier FB, Macorini L, Izzuddin BA, 2015, Robustness of Multistory Buildings with Masonry Infill, JOURNAL OF PERFORMANCE OF CONSTRUCTED FACILITIES, Vol: 29, ISSN: 0887-3828
Li ZX, Zheng T, Vu-Quoc L, et al., 2015, A 4-Node Co-Rotational Quadrilateral Composite Shell Element, International Journal of Structural Stability and Dynamics, Vol: 16, ISSN: 0219-4554
A 4-node co-rotational quadrilateral composite shell element is presented. The local coordinate system of the element is a co-rotational framework defined by the two bisectors of the diagonal vectors generated from the four corner nodes and their cross product. Thus, the element rigid-body rotations are excluded in calculating the local nodal variables from the global nodal variables. Compared with other existing co-rotational finite-element formulations, the present element has two features: (i) The two smallest components of the mid-surface normal vector at each node are defined as the rotational variables, leading to the desired additive property for all nodal variables in a nonlinear incremental solution procedure; (ii) both element tangent stiffness matrices in the local and global coordinate systems are symmetric owing to the commutativity of the nodal variables in calculating the second derivatives of strain energy with respect to the local nodal variables and, through chain differentiation with respect to the global nodal variables. In the modeling of composite structures, the first-order shear deformable laminated plate theory is adopted in the local element formulation, where both the thickness deformation and the normal stress in the direction of the shell thickness are ignored, and an assumed strain method is employed to alleviate the membrane and shear locking phenomena. Several examples involving composite plates and shells with large displacements and large rotations are presented to testify to the reliability and convergence of the present formulation.
Liang Y, Izzuddin BA, 2015, Nonlinear analysis of laminated shells with alternating stiff/soft lay-up, Composite Structures, Vol: 133, Pages: 1220-1236, ISSN: 1879-1085
This paper proposes a multi-layer formulation for the nonlinear analysis of laminated shells with an alternating stiff/soft lay-up. The zigzag variation of planar displacements is taken into account by adding to the Reissner–Mindlin formulation a specific set of zigzag function which is effective for the considered lay-up. Furthermore, a piecewise linear through-thickness distribution of the material transverse shear strain is assumed, which agrees well with the real distribution. The proposed lamination model with a low-order nonlinear strain–displacement relationship is incorporated within a co-rotational framework for geometric nonlinear analysis, thus upgrading the low-order local element formulation to large displacement analysis with relative ease. In addition, a local shell system is employed for direct definition of the additional zigzag displacement fields and associated parameters, which are thus excluded from the large displacement co-rotational transformations. The application of the proposed laminated shell modelling approach is illustrated in this paper for a 9-noded co-rotational shell element, which utilises the Mixed Interpolation of Tensorial Components (MITC) method in the local system for overcoming locking effects. Several linear and nonlinear numerical examples of multi-layer shell structures with alternating stiff/soft lay-ups are used to illustrate the effectiveness and efficiency of the proposed modelling approach.
Stylianidis PM, Nethercot DA, Izzuddin BA, et al., 2015, Modelling of beam response for progressive collapse analysis, Structures, Vol: 3, Pages: 137-152, ISSN: 2352-0124
A fundamental aspect of the progressive collapse behaviour of building structures is the response of axially restrained beams following partial or total loss of the load bearing capacity of a supporting member. Owing to the various complex effects involved such as material and geometric nonlinearity, advanced numerical approaches tend to be the most effective tools for modelling performance. Such approaches, however, lack the simplicity needed for common use and may provide only limited capability for understanding structural behaviour. For such purposes, more limited analysis approaches that can address adequately the basic features of performance are likely to be more productive. One such method for modelling the response of axially restrained steel and composite beams following column loss is presented in this paper. The method involves explicit modelling of the connection behaviour and employs conventional structural analysis principles to describe beam performance using accessible spreadsheet calculations. Following careful verification against detailed numerical analyses and validation against available experimental results, the proposed method is deemed capable of modelling the various complex features of response with excellent accuracy. Therefore, it may form a promising advance in studying and understanding the basic mechanics of the problem.
Barrero Bilbao A, Izzuddin BA, Vollum RL, 2015, Enhanced Nonlinear Analysis of Three-Dimensional Concrete Structures using Damage Plasticity Modelling, CCP: 108 THE FIFTEENTH INTERNATIONAL CONFERENCE ON CIVIL, STRUCTURAL AND ENVIRONMENTAL ENGINEERING COMPUTING
Jokhio GA, Izzuddin BA, 2015, A Dual Super-Element Domain Decomposition Approach for Parallel Nonlinear Finite Element Analysis, International Journal of Computational Methods in Engineering Science and Mechanics, Vol: 16, Pages: 188-212, ISSN: 1550-2295
This article presents a new domain decomposition method for nonlinear finite element analysis introducing the concept of dual partition super-elements. The method extends ideas from the displacement frame method and is ideally suited for parallel nonlinear static/dynamic analysis of structural systems. In the new method, domain decomposition is realized by replacing one or more subdomains in a "parent system," each with a placeholder super-element, where the subdomains are processed separately as "child partitions," each wrapped by a dual super-element along the partition boundary. The analysis of the overall system, including the satisfaction of equilibrium and compatibility at all partition boundaries, is realized through direct communication between all pairs of placeholder and dual super-elements. The proposed method has particular advantages for matrix solution methods based on the frontal scheme, and can be readily implemented for existing finite element analysis programs to achieve parallelization on distributed memory systems with minimal intervention, thus overcoming memory bottlenecks typically faced in the analysis of large-scale problems. Several examples are presented in this article which demonstrate the computational benefits of the proposed parallel domain decomposition approach and its applicability to the nonlinear structural analysis of realistic structural systems.
Vollum RL, Micallef M, Izzuddin BA, et al., 2015, Cracking control in base-restricted reinforced concrete walls, fib Symposium Copenhagen 2015
Stylianidis PM, Nethercot DA, Izzuddin BA, et al., 2015, Modelling of beam response for progressive collapse analysis, Structures, Vol: 3, Pages: 137-152, ISSN: 2352-0124
A fundamental aspect of the progressive collapse behaviour of building structures is the response of axially restrained beams following partial or total loss of the load bearing capacity of a supporting member. Owing to the various complex effects involved such as material and geometric nonlinearity, advanced numerical approaches tend to be the most effective tools for modelling performance. Such approaches, however, lack the simplicity needed for common use and may provide only limited capability for understanding structural behaviour. For such purposes, more limited analysis approaches that can address adequately the basic features of performance are likely to be more productive. One such method for modelling the response of axially restrained steel and composite beams following column loss is presented in this paper. The method involves explicit modelling of the connection behaviour and employs conventional structural analysis principles to describe beam performance using accessible spreadsheet calculations. Following careful verification against detailed numerical analyses and validation against available experimental results, the proposed method is deemed capable of modelling the various complex features of response with excellent accuracy. Therefore, it may form a promising advance in studying and understanding the basic mechanics of the problem.
Li Z, Xiang Y, Izzuddin BA, et al., 2015, A 6-node co-rotational triangular elasto-plastic shell element, Computational Mechanics, ISSN: 1432-0924
A 6-node co-rotational triangular elasto-plastic shell element is developed. The local coordinate system of the element is defined by the vectors directing from one vertex to the other two vertices and their cross product. Based on such a co-rotational framework, the element rigid-body rotations are excluded in calculating the local nodal variables from the global nodal variables. The two smallest components of each nodal orientation vector are defined as rotational variables, resulting in the desired additive property for all nodal variables in a nonlinear incremental solution procedure. Different from other existing co-rotational finite element formulations, both the element tangent stiffness matrices in the local and in the global coordinate systems are symmetric owing to the commutativity of the nodal variables in calculating the second derivatives of the strain energy with respect to the local nodal variables and, through chain differentiation, with respect to the global nodal variables. For elasto-plastic analysis, the Maxwell–Huber–Hencky–von Mises yield criterion is employed together with the backward-Euler return-mapping method for the evaluation of the elasto-plastic stress state, where a consistent tangent modulus matrix is employed. To overcome locking problems, the assumed linear membrane strains and shear strains are obtained by using the line integration method proposed by MacNeal, and the assumed higher-order membrane strains are obtained by enforcing the stationarity of the mixed displacement-strain canonical functional, these assumed strains are then employed to replace the corresponding conforming strains. The reliability and convergence of the present 6-node triangular shell element formulation are verified through two elastic plate patch tests as well as two elastic and five elasto-plastic plate/shell problems undergoing large displacements and large rotations.
Chisari C, Macorini L, Amadio C, et al., 2015, An inverse analysis procedure for material parameter identification of mortar joints in unreinforced masonry, Computers & Structures, Vol: 155, Pages: 97-105, ISSN: 0045-7949
Many old unreinforced masonry (URM) structures still in use need to be assessed considering the safety requirements proposed by current codes. Because of the complexity of the URM response, sophisticated numerical descriptions are required for an accurate structural assessment. When inverse analysis is used for the identification of material properties, the study of the effects of measurement errors is essential for assessing the robustness of the adopted procedure. In this work, inverse analysis techniques utilising Genetic Algorithms are employed to calibrate elastic material parameters of an advanced mesoscale model for URM. In order to apply this strategy to in-situ low-invasive investigations, a non-conventional flat-jack test setup is proposed. The potential and limitations of the method are analysed using computer-generated pseudo-experimental data with different noise limits. This allows the evaluation of the influence of the measurement equipment precision on the stability of the inverse problem.
Liang X, Wang Z, Wang L, et al., 2015, A semi-analytical method to evaluate the dynamic response of functionally graded plates subjected to underwater shock, JOURNAL OF SOUND AND VIBRATION, Vol: 336, Pages: 257-274, ISSN: 0022-460X
- Author Web Link
- Cite
- Citations: 15
Gu J, Macorini L, Izzuddin BA, 2015, Response of masonry cavity cladding subject to blast loading, ISSN: 1759-3433
This paper investigates the response of a typical cladding system with masonry cavity walls subject to blast loading and the transfer of the blast loads to the surrounding frame. A recently developed mesoscale mixed-dimensional partitioned modelling framework is adopted, where a detailed mesoscale description for the masonry panels is utilised to achieve the desired accuracy, and a domain-partitioning scheme is adopted to enhance computational efficiency. Two different simplified idealisations representing the parts of the masonry cavity cladding at mid-span and near-column locations are considered to investigate the specific responses of the different parts of the cladding. As the cladding panels show brittle failure modes at the mid-span locations, the restraints provided by the edge columns allow a more ductile failure mode. These different failure characteristics are verified considering the results of a larger model representing the portion of a masonry cavity wall between two adjacent columns in a realistic framed building.
Chisari C, Macorini L, Amadio C, et al., 2015, An experimental-numerical procedure for the identification of mesoscale material properties for brick-masonry, ISSN: 1759-3433
The response of unreinforced masonry is very complex because of its inherent heterogeneity and nonlinear behaviour, which is governed by the interaction between masonry units and mortar joints. Mesoscale modelling can provide a very good representation of the actual response of masonry structures when using adequate material parameters for the individual components. An attractive strategy has been recently developed by the authors for the calibration of the mesoscale material properties. This is based upon the inverse analysis of the macroscale behaviour of a part of the structure subjected to the pressures exerted by two flatjacks arranged along the mortar bed joints and the perpendicular direction. Thus far this strategy has been applied only to pseudo-experimental data, whereas in this paper it is enhanced considering the experimental results obtained in physical laboratory tests on running bond masonry walls. It is demonstrated that inverse analysis of the measured experimental displacement field allows the estimation of the elastic properties, the cohesion and the friction angle for the interface elements used in the mesoscale description to represent mortar joints.
Minga E, Macorini L, Izzuddin BA, 2015, Mesoscale modelling of masonry structures using mesh tying, ISSN: 1759-3433
This paper presents an accurate and efficient computational strategy for the simulation of coupled masonry structures which combines a partitioned mesoscale modelling approach for brick-masonry components with a mortar mesh tying method for non-conforming interfaces. This allows the independent modelling of the individual structural components and the efficient tying of the subdomains with accurate transmission of the displacement and stress fields. This strategy enables the optimisation of the individual meshes leading to an increased computational efficiency. Furthermore, the elimination of the mesh compatibility requirement allows the modelling of complex heterogeneous structures. Some numerical examples, including a comparative analysis on the elastic and non-linear response of an infill masonry bridge and the nonlinear simulation of a multi-leaf wall under in plane and out-of-plane loading, are presented to show the effectiveness of the proposed modelling strategy.
Minga E, Macorini L, Izzuddin BA, 2015, Mesoscale modelling of masonry structures using mesh tying, ISSN: 1759-3433
This paper presents an accurate and efficient computational strategy for the simulation of coupled masonry structures which combines a partitioned mesoscale modelling approach for brick-masonry components with a mortar mesh tying method for non-conforming interfaces. This allows the independent modelling of the individual structural components and the efficient tying of the subdomains with accurate transmission of the displacement and stress fields. This strategy enables the optimisation of the individual meshes leading to an increased computational efficiency. Furthermore, the elimination of the mesh compatibility requirement allows the modelling of complex heterogeneous structures. Some numerical examples, including a comparative analysis on the elastic and non-linear response of an infill masonry bridge and the nonlinear simulation of a multi-leaf wall under in plane and out-of-plane loading, are presented to show the effectiveness of the proposed modelling strategy.
This data is extracted from the Web of Science and reproduced under a licence from Thomson Reuters. You may not copy or re-distribute this data in whole or in part without the written consent of the Science business of Thomson Reuters.