Статті в журналах: "FEM. masonry"

1

Li, Wangpeng, Xudong Chen, Hongfan Wang, Andrew H. C. Chan, and Yingyao Cheng. "Evaluating the Seismic Capacity of Dry-Joint Masonry Arch Structures via the Combined Finite-Discrete Element Method." Applied Sciences 11, no. 18 (September 18, 2021): 8725. http://dx.doi.org/10.3390/app11188725.

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The behaviour of dry-joint masonry arch structures is highly nonlinear and discontinuous since they are composed of individual discrete blocks. These structures are vulnerable to seismic excitations. It is difficult for traditional methods like the standard finite element method (FEM) to simulate masonry failure due to their intrinsic limitations. An advanced computational approach, i.e., the combined finite-discrete element method (FDEM), was employed in this study to examine the first-order seismic capacity of masonry arches and buttressed arches with different shapes subjected to gravity and constant horizontal acceleration. Within the framework of the FDEM, masonry blocks are discretised into discrete elements. A finite element formulation is implemented into each discrete element, providing accurate predictions of the deformation of each block and contact interactions between blocks. Numerical examples are presented and validated with results from the existing literature, demonstrating that the FDEM is capable of capturing the seismic capacities and hinge locations of masonry arch structures. Further simulations on geometric parameters and friction coefficient of masonry buttressed arches were conducted, and their influences on the seismic capacities are revealed.

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2

Reccia, Emanuele, Antonio Cazzani, and Antonella Cecchi. "FEM-DEM Modeling for Out-of-plane Loaded Masonry Panels: A Limit Analysis Approach." Open Civil Engineering Journal 6, no. 1 (November 16, 2012): 231–38. http://dx.doi.org/10.2174/1874149501206010231.

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In this work the performances of the Discrete Element Method (DEM) applied to kinematic limit analyses of the out-of-plane behavior of masonry wall panels (with different textures) are investigated. A discrete model of masonry is proposed, which assumes that rigid blocks are connected by a mortar interface: this is ap-propriate for historical masonry, where mortar is much more deformable than blocks and joints thickness is negligible. Therefore blocks can be modeled as rigid bodies connected by zero thickness Mohr-Coulomb-type interfaces. The applied method is known as FEM/DEM, which combines finite and discrete element models. A comparison with well-known and meaningful examples presented by Giuffrè has been carried out in order to validate this method for studying the behavior of masonry. For this purpose, 2D DEM models reproducing walls sections have been considered: they reproduce masonry walls with different staggered blocks, in particular stack bond and running bond patterns, subjected to lateral loads.

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3

de Carvalho Bello, Claudia Brito, Antonella Cecchi, Emilio Meroi, and Daniel V. Oliveira. "Experimental and Numerical Investigations on the Behaviour of Masonry Walls Reinforced with an Innovative Sisal FRCM System." Key Engineering Materials 747 (July 2017): 190–95. http://dx.doi.org/10.4028/www.scientific.net/kem.747.190.

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An experimental and numerical investigation on an innovative composite reinforced with sisal fibers for masonry strengthening is presented in this paper. A FEM numerical approach is also developed, based on diagonal compression test results, to simulate the shear in-plane response of unreinforced masonry panels (URM) and masonry strengthened with a Fibre Reinforced Cementitious Matrix (FRCM) composite system made with sisal fibers (RM-SISAL).

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4

Zucca, Marco, Nicola Longarini, Marco Simoncelli, and Aly Mousaad Aly. "Tuned Mass Damper Design for Slender Masonry Structures: A Framework for Linear and Nonlinear Analysis." Applied Sciences 11, no. 8 (April 11, 2021): 3425. http://dx.doi.org/10.3390/app11083425.

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The paper presents a proposed framework to optimize the tuned mass damper (TMD) design, useful for seismic improvement of slender masonry structures. A historical masonry chimney located in northern Italy was considered to illustrate the proposed TMD design procedure and to evaluate the seismic performance of the system. The optimization process was subdivided into two fundamental phases. In the first phase, the main TMD parameters were defined starting from the dynamic behavior of the chimney by finite element modeling (FEM). A series of linear time-history analyses were carried out to point out the structural improvements in terms of top displacement, base shear, and bending moment. In the second phase, masonry’s nonlinear behavior was considered, and a fiber model of the chimney was implemented. Pushover analyses were performed to obtain the capacity curve of the structure and to evaluate the performance of the TMD. The results of the linear and nonlinear analysis reveal the effectiveness of the proposed TMD design procedure for slender masonry structures.

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5

Karbassi, Amin, and Pierino Lestuzzi. "Fragility Analysis of Existing Unreinforced Masonry Buildings through a Numerical-based Methodology." Open Civil Engineering Journal 6, no. 1 (November 16, 2012): 121–30. http://dx.doi.org/10.2174/1874149501206010121.

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As an approach to the problem of seismic vulnerability evaluation of existing buildings using the predicted vul-nerability method, numerical models can be applied to define fragility curves of typical buildings which represent building classes. These curves can be then combined with the seismic hazard to calculate the seismic risk for a building class (or individual buildings). For some buildings types, mainly the unreinforced masonry structures, such fragility analysis is complicated and time consuming if a Finite Element-based method is used. The FEM model has to represent the structural geometry and relationships between different structural elements through element connectivity. Moreover, the FEM can face major challenges to represent large displacements and separations for progressive collapse simulations. Therefore, the Applied Element Method which combines the advantages of FEM with that of the Discrete Element Method in terms of accurately modelling a deformable continuum of discrete materials is used in this paper to perform the fragility analysis for unreinforced masonry buildings. To this end, a series of nonlinear dynamic analyses using the AEM has been per-formed for two unreinforced masonry buildings (a 6-storey stone masonry and a 4-storey brick masonry) using more than 50 ground motion records. Both in-plane and out-of-plane failure have been considered in the damage analysis. The dis-tribution of the structural responses and inter-storey drifts are used to develop spectral-based fragility curves for the five European Macroseismic Scale damage grades.

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6

Yang, Li Hui. "Impact of Wall Openings on the Seismic Performance of Brick Masonry Structure." Advanced Materials Research 804 (September 2013): 307–10. http://dx.doi.org/10.4028/www.scientific.net/amr.804.307.

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Openings may weaken the rigidity of walls in the houses of brick masonry structure, leading to the asymmetrical rigidity distribution in the houses. This may also affect the seismic performance of houses. Five fine FEM model are established in this study to simulate the impact of various openings on the seismic performance of brick masonry structure.

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7

Joanna, Kujda. "Analysis of limit state of load resistance and reliability of masonry structures made of AAC blocks." MATEC Web of Conferences 262 (2019): 02001. http://dx.doi.org/10.1051/matecconf/201926202001.

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The paper presents analysis of limit state of bearing capacity and reliability of masonry structures. A masonry made of Autoclaved Aerated Concrete (AAC) with mortar for thin-layer joints was proposed. The basic calculations were carried out using the procedures available in the Eurocodes. A comprehensive analysis of the work of the masonry element was carried out. The numerical FEM model of the masonry member was made. A quantitative assessment of the safety of the structure was made by calculating the reliability index. During numerical simulation three parameter elastic-plastic model for material of masonry was used. All parameters were based on material experimental results. The analysis of masonry reliability was carried out using the probabilistic method. Masonry elements are widely used in construction, therefore their design should be based on a detailed analysis. Noteworthy is class execution of works of masonry structures and relatively high values of safety coefficient associated with it.

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8

Qazi, Asad Ullah, Ali Murtaza Rasool, Yasser E. Ibrahim, Asif Hameed, and Muhammad Faizan Ali. "Behavior of Scaled Infilled Masonry, Confined Masonry & Reinforced Concrete Structures under Dynamic Excitations." Buildings 12, no. 6 (June 6, 2022): 774. http://dx.doi.org/10.3390/buildings12060774.

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This research investigates the nonlinear behavior of scaled infilled masonry (IFM), confined masonry (CM), and reinforced concrete (RC) structures by utilizing and validating two tests from the literature as benchmarks. The validation was based on a comparison with the pushover results of small-scaled physical tests and their numerical modeling. Numerical modeling of small-scale (1:4 and 1:3) IFM, CM, and RC models has been carried out with Finite Element Modelling (FEM) and Applied Element Modelling (AEM) techniques using SAP2000 and the Extreme Loading for Structures (ELS) software, respectively. The behavior of the structure under lateral loads and excitations was investigated using nonlinear static (pushover) and nonlinear time history (dynamic) analysis. The evaluation of the pushover analysis results revealed that for IFM, the %age difference of tangent stiffness was 4.2% and 13.5% for FEMA Strut and AEM, respectively, and the %age difference for strength was 31.2% and 2.8% for FEMA Strut and AEM, respectively. Similarly, it was also calculated for other wall types. Dynamic analysis results from FEM and AEM techniques were found in the fairly acceptable range before yield; however, beyond yield, AEM proved more stable. Finally, the results also showed that the numerical study can be utilized for the evaluation of small-scale models before performing the physical test.

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9

Meloni, Daniel, and Barbara de Nicolo. "Non Linear Fem Modelling for the Design of Openings in Masonry Walls." Key Engineering Materials 747 (July 2017): 44–51. http://dx.doi.org/10.4028/www.scientific.net/kem.747.44.

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Countries like Italy have to face the constant issue of preserving and renewing existing buildings, both for the sake of conservation of the architectural and monumental heritage and due to the need of requalification and reuse. Considering the seismic hazard of most of Italian regions, structural interventions need to be carefully evaluated since National Codes don’t allow any sort of weakening of buildings and conversely regard any structural intervention as an opportunity to improve existing building safety. Most of existing and historical buildings in Italy are masonry structures, whose functional and architectonical requalification usually consists of new openings in masonry walls, but, according to the above mentioned principles, these modifications need to be designed at least without significantly affecting the pre-existent structural behavior. Thus, steel or reinforced concrete frames are to be designed in order to restore the previous conditions of masonry integrity. In this paper FEM analyses are performed and discussed in order to achieve this goal.

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10

Tedesco, Francesca, Antonio Bilotta, and Emilio Turco. "Multiscale 3D mixed FEM analysis of historical masonry constructions." European Journal of Environmental and Civil Engineering 21, no. 7-8 (February 21, 2016): 772–97. http://dx.doi.org/10.1080/19648189.2015.1134676.

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11

Casalegno, Carlo, Salvatore Russo, and Francesca Sciarretta. "Preliminary Numerical Analysis of a Masonry Panel Reinforced with Pultruded GFRP Profiles." Materials Science Forum 902 (July 2017): 20–25. http://dx.doi.org/10.4028/www.scientific.net/msf.902.20.

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The peculiarities of pultruded FRP profiles, i.e. low mass, durability and ease of construction, make them suitable for retrofitting traditional masonry structures, particularly in seismic areas. This could represent an effective solution, not yet sufficiently explored, that allows for non-invasive and reversible interventions, which improve the structural performance with a very small structural mass addition. The paper presents a FEM study on a hypothesis of retrofit of a traditional masonry building with pultruded FRP frame, adjacent to the masonry structure and connected to it with mechanical fasteners. The results appear promising and enlighten much increased in-plane strength and stiffness, as well as the change of the masonry failure mode into a more dissipative one.

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12

Ramaglia, Giancarlo, Francesco Russo Spena, Gian Piero Lignola, and Andrea Prota. "Two Parameters Confinement Model for Clay Brick Masonry." International Journal of Computational Methods 17, no. 05 (May 24, 2019): 1940010. http://dx.doi.org/10.1142/s0219876219400103.

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Modeling of masonry confinement has been usually derived from concrete confinement, which was deeply tested in the last decades. However concrete and masonry have some crucial differences, e.g., ordinary concrete performance can be usually fully defined by the cylindrical compressive strength, while masonry does not. In the present work, a failure criterion is considered on a solid mechanics base. Such criteria are useful not only to introduce non-uniform stress states, as those developed in non-axisymmetric confined elements, but also to be implemented in FEM. The validity of the adopted failure criterion has been checked against actively confined clay brick masonry and a database of passive confinement tests available in the scientific literature.

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13

Spagnuolo, Roberto. "Out-of-plane local mechanism analysis with finite element method." Curved and Layered Structures 8, no. 1 (January 1, 2021): 130–36. http://dx.doi.org/10.1515/cls-2021-0012.

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Abstract The stability check of masonry structures is a debated problem in Italy that poses serious problems for its extensive use. Indeed, the danger of out of plane collapse of masonry walls, which is one of the more challenging to evaluate, is traditionally addressed not using finite element models (FEM). The power of FEM is not properly used and some simplified method are preferred. In this paper the use of the thrust surface is suggested. This concept allows to to evaluate the eccentricity of the membrane stresses using the FEM method. For this purpose a sophisticated, layered, finite element with a no-tension material is used. To model a no-tension material we used the smeared crack method as it is not mesh-dependent and it is well known since the early ’80 in an ASCE Report [1]. The described element has been implemented by the author in the program Nòlian by Softing.

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14

Kishi, Yusuke, Katsuyoshi Nozaka, and Kazuyuki Izuno. "Nonlinear Behavior of Masonry Arch Bridge Under Ground Deformation." Journal of Disaster Research 6, no. 1 (February 1, 2011): 44–50. http://dx.doi.org/10.20965/jdr.2011.p0044.

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This paper discusses simple modeling and examples of masonry arch bridge analysis considering ground deformation. Preserving historicalmasonry arch bridges is important to continuing our industrial heritage for the next generations. A single-span masonry arch bridge was analyzed using the finite element method with two meshing schemes considering material nonlinearity to define reasonable modeling for such arch bridges. Results show that analytical model meshed automatically with a commercial FEM program preprocessor considering material plasticity reasonably simulates the behavior of the detailed masonry model. The effects of deformation on bridge behavior and stress distribution in arch bridges are also discussed.

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15

Milani, Gabriele, Salvatore Russo, Marco Pizzolato, and Antonio Tralli. "Seismic Behavior of the San Pietro di Coppito Church Bell Tower in L'Aquila, Italy." Open Civil Engineering Journal 6, no. 1 (November 16, 2012): 131–47. http://dx.doi.org/10.2174/1874149501206010131.

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In the present paper, a non-linear numerical study on the 13th century masonry bell tower of the church of San Pietro di Coppito is described. The aim is to have an insight into the causes at the base of the partial collapse suffered by the structure during the L’Aquila earthquake in 2009. To this aim, two different numerical analyses have been performed namely non-linear static (pushover) and limit analysis. In both cases, the same full 3D detailed FE model of the structure is adopted, changing the seismic load direction and assuming different distributions of the equivalent static horizontal load. When dealing with the FEM incremental analysis, a commercial code is utilized assuming for masonry a smeared crack isotropic model. For limit analysis, a non-commercial full 3D code developed by the authors is utilized. It provides limit good estimates of limit loads and failure mechanisms, to compare with standard FEM results. From numerical re-sults, the role played by the actual geometry and by the masonry mechanical characteristics of the tower is envisaged, as well as a detailed comparison of failure mechanisms provided by the incremental FEM and limit analysis is provided. In all cases, the numerical analysis has given a valuable picture of damage mechanisms which can be compared with actual damage patterns so providing useful hints for the introduction of structural monitoring.

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16

Sciarretta, Francesca. "Modeling of Mechanical Damage in Traditional Brickwork Walls after Fire Exposure." Advanced Materials Research 919-921 (April 2014): 495–99. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.495.

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The paper addresses the issues of fire behavior of masonry walls made of traditional/historical component materials (bricks and mortar).There are reasons for coupling investigations on the residual mechanical properties to fire resistance data, aiming at a more complete knowledge of the behavior of a masonry member during and after fire exposure. The paper proposes a numerical approach via FEM to the problem of residual mechanical performance of load-bearing fire-separating masonry walls after insulation failure. The goal is to establish relationships between fire resistance ratings under exposure and decay in mechanical properties after exposure; the parameter of wall thickness is especially investigated. This is performed by means of FEM analysis, simulating a standard ISO 834 fire resistance test followed by a mechanical compressive failure test on each investigated type of wall. First, a preliminary transient heat flow analysis gives a numerical prediction of fire resistance after violation of I (Insulation) criterion; then, a staggered heat flow - stress analysis repeats the heating of the wall up to insulation failure and calculates the thermal strain accounting for cracking; finally, a 'cold' structural analysis in compression is performed on the thermally-deformed model after cooling. The comparison of numerical outcomes to available experimental information allows to judge the reliability of the numerical approach in reproducing the residual behavior of a masonry wall after fire exposure.

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17

Ganduscio, Salvatore, and Filippo Romano. "FEM and Analytical Solutions for Buckling of Nonlinear Masonry Members." Journal of Structural Engineering 123, no. 1 (January 1997): 104–11. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:1(104).

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18

Mughal, Ubaid Ahmad, Asad Ullah Qazi, Ali Ahmed, Wasim Abbass, Safeer Abbas, Abdelatif Salmi, and Mohamed Mahmoud Sayed. "Impact of Openings on the In-Plane Strength of Confined and Unconfined Masonry Walls: A Sustainable Numerical Study." Sustainability 14, no. 12 (June 18, 2022): 7467. http://dx.doi.org/10.3390/su14127467.

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While openings are an essential requirement in buildings as a source of access, fresh air and sunlight, these openings cause a reduction in the lateral stiffness and torsional resistance of masonry wall units. A detailed numerical investigation was carried out to explore the impact of the opening percentage on the in-plane stiffness and lateral strength of unconfined and confined masonry wall panels prepared using calcium silicate bricks, for sustainable masonry structures. A commercially available FEM package (ANSYS) was used to carry out comparative analysis of ten wall panels, five of each type (confined and unconfined masonry walls) with concentrically located openings of varying sizes (0% to 16.5%). A simplified micro-modeling technique following the Newton Raphson Algorithm was adopted. Results revealed that the confined masonry approach unveiled a more reliable anti-seismic response along with improved in-plane strength in the case of confined masonry walls. The failure type shifted from pure flexural to more of a blend of shear and flexure after the opening percentage increased to 10.09% in unconfined masonry walls, which was not the case where confinement was provided. Based on the outcomes, it is strongly recommended to adopt confined masonry in highly seismic-prone areas to avoid catastrophic damage caused by earthquakes.

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19

Uglešić, Davor, and Ante Uglešić. "Reinforcement of Stone Masonry Walls with Carbon Fiber Tissue and Tapes, a Case Study." Key Engineering Materials 747 (July 2017): 182–89. http://dx.doi.org/10.4028/www.scientific.net/kem.747.182.

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The reconstruction project of an existing masonry building will be presented in this paper. The building was erected in 1911. The building has a ground floor and three floors. Its façade is protected as cultural heritage. Due to the conversion of the building into a hotel, a lot of interventions have to be done on the existing structure, which significantly changes the properties of the structure and increases the weight of the building, and thus seismic forces. Due to structural assessment, the project was preceded by different on site structural tests. A very detailed 3D FEM model with solid elements was created on which the analysis of the structure was carried out. The results of nonlinear analysis for vertical loads, modal (eigenvalue) analysis, response spectrum analysis and push-over analysis (nonlinear construction stage analysis “sequence analysis”) will be shown. Only when carbon fibers reinforcement was included in the FEM model, the vertical loads were applied. It can be activated for earthquake forces. The comparison between the results for unreinforced and reinforced structure proves increasing carrying capacity of the stone masonry walls after reinforcement with carbon fibers was combined with the masonry walls grouting.

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20

Baraldi, Daniele, Giosuè Boscato, Antonella Cecchi, and Claudia Brito de Carvalho Bello. "An Updated Discrete Element Model for the In-Plane Behaviour of NFRCM Strengthened Masonry Walls." Key Engineering Materials 916 (April 7, 2022): 249–55. http://dx.doi.org/10.4028/p-1853qe.

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Abstract. Masonry strengthened with natural fabric-reinforced cementitious matrix (NFRCM-strengthened masonry) is investigated by updating an existing discrete element model. Masonry walls are modelled by rigid blocks and elastoplastic interfaces that are able to account for mortar joints and block cracking. The reinforcement is modelled in a simplified manner considering perfect adhesion between wall and reinforcement and by adopting further spring elements connecting block centres. The model is validated by comparing it with an existing FEM based on a multi-step homogenization, where reinforced masonry is considered as a whole. Both approaches are used for performing nonlinear pushover tests with an increasing shear action applied to unreinforced and reinforced panels. The updated discrete model turns out to be able to represent the strength increment given by the reinforcement, but it is less able to represent the corresponding ductility increment.

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21

Li, Dan, Jun Lin Tao, and Jiang Yu. "Research on the Thermal Property of Lightweight-Aggregate-Concrete Hollow-Block Wall." Advanced Materials Research 250-253 (May 2011): 2970–74. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2970.

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The Theoretical calculation and the finite element method (FEM) are used for studying the thermal property of hollow-block and hollow-masonry. The method of appendix in the standard for Thermal Design of Civil Buildings is adopted to calculate the thermal resistance and the average thermal conductivity of hollow-block and hollow-masonry. ANSYS is used for simulating temperature distribution and heat flux law under connective loads. The conduction and convection phenomena are taking into account in this study for four different values of the mortar conductivity and four different values for the bricks. The thermal resistance and the average thermal conductivity of hollow-block and hollow-masonry is the key factor for reference.

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22

Sciarretta, Francesca, and Salvatore Russo. "Half-Scale Tests on Masonry Panels Strengthened with Pultruded FRP Frames." Key Engineering Materials 817 (August 2019): 95–102. http://dx.doi.org/10.4028/www.scientific.net/kem.817.95.

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The research explores the capabilities of frames of pultruded FRP profiles as seismic strengthening for masonry walls. A programme is currently in progress at the IUAV University of Venice, consisting of in-plane shear tests on half-scale panels. The selected masonry type is traditional, i.e. clay bricks and lime mortar joints. The goal is to assess the effectiveness of the strengthening system with respect to the undamaged condition of masonry. A particular focus is on the connection system between the panel and the frame, i.e. epoxy adhesive connection and bolted joint. The results will be implemented in FEM analyses and analytical models to predict the system's and the joints' shear strength.

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Di Lallo, Ylenia, Davide Rapone, Maria Giovanna Masciotta, and Giuseppe Brando. "Numerical Analysis of Masonry Structures through a Modified Composite Interface (MCI) Model." Key Engineering Materials 916 (April 7, 2022): 256–64. http://dx.doi.org/10.4028/p-to1l34.

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This paper presents an innovative modelling approach for evaluating the structural response of new and existing masonry buildings characterized by a periodic arrangement of units and mortar joints. The aim is to provide a calculation tool that allows to model the non-linear behaviour of masonry structures under lateral and vertical loads with a reduced numerical effort, without compromising the accuracy of the results. The proposed model is a typical D-FEM (Discontinuum - Finite Element Model) consisting of deformable blocks, which incorporates several masonry units. The blocks are separated by interface elements placed along predetermined surfaces on which cracks, sliding or crushing planes can develop. The surface layout is conceived to replicate all the fundamental failure mechanisms that can occur in real masonry structures. To adequately describe the non-linear behaviour of the interface elements, a Modified Composite Interface (MCI) model is formulated by modifying the "Combined Cracking-Shearing-Crushing" model originally proposed by Lourenço to simulate the cracking mechanisms along the interface elements of simplified micro-models in FEM analysis. The proposed D-FE model has been already calibrated and validated by the Authors on different masonry panels and, through an Evolutionary Polynomial Regression (EPR), expressions in closed form have been defined to calculate the mechanical parameters of the new MCI model starting from the original CI. Particularly, for each mechanical parameter, six formulas of increasing complexity have been identified through non-linear regression, progressively including a greater number of input variables to increase the precision of results. The aim of this study is to determine the accuracy of these formulas. Numerical analyses are carried out on a population of sixty-four masonry walls already used in the previous calibration phase, modeling each panel with all available equations. This allows to evaluate the average accuracy of each formula and to understand their efficiency in terms of calculation effort and correctness of the results.

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di Napoli, Beatrice, Chiara Calderini, Michela Rossi, Rita Vecchiattini, Francesco Portioli, Lucrezia Cascini, and Carlo Battini. "Structural Behaviour of Masonry Vaulted Staircases Using Limit Analysis: The Case Study of the Bell Tower of Santa Maria Delle Vigne." Key Engineering Materials 817 (August 2019): 621–26. http://dx.doi.org/10.4028/www.scientific.net/kem.817.621.

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The present study concerns the structural analysis of the masonry vaulted stairs of the Santa Maria delle Vigne bell tower in Genoa (Italy). The vaulted staircase systems are fully analysed in terms of technological and constructive details. The 3D geometric models are defined from laser scanner data. The structural analyses were carried out by using both the equilibrium limit analysis and a static incremental FEM analysis. Despite the efficacy of classic equilibrium methods in analysing arched and vaulted structures is largely proved in literature, this study demonstrates that vaulted staircase systems often collapse because of compressive failure of masonry before losing stability.

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25

Olmati, Pierluigi, Konstantinos Gkoumas, and Franco Bontempi. "Simplified FEM modelling for the collapse assessment of a masonry vault." Frattura ed Integrità Strutturale 13, no. 47 (December 2, 2018): 141–49. http://dx.doi.org/10.3221/igf-esis.47.11.

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BHAVANI, S. HIREMATH NITISH, M. V. RENUKADEVI, and M. BASUTKAR SOMANATH. "SENSITIVITY ANALYSIS FOR NUMERICAL SIMULATION OF MASONRY WALL USING FEM SOFTWARE." i-manager’s Journal on Civil Engineering 11, no. 3 (2021): 51. http://dx.doi.org/10.26634/jce.11.3.18331.

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27

Drobiec, Łukasz. "FEM Model of the Masonry Made of Hollow Calcium Silicate Units." Procedia Engineering 193 (2017): 462–69. http://dx.doi.org/10.1016/j.proeng.2017.06.238.

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28

Pepe, Marco, Marco Pingaro, Patrizia Trovalusci, Emanuele Reccia, and Lorenzo Leonetti. "Micromodels for the in-plane failure analysis of masonry walls: Limit Analysis, FEM and FEM/DEM approaches." Frattura ed Integrità Strutturale 14, no. 51 (December 12, 2019): 504–16. http://dx.doi.org/10.3221/igf-esis.51.38.

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Sharbaf, Asem, Mohammadreza Bemanian, Khosro Daneshjoo, and Hamzeh Shakib. "Masonry Dome Behavior under Gravity Loads Based on the Support Condition by Considering Variable Curves and Thicknesses." Buildings 11, no. 6 (June 4, 2021): 241. http://dx.doi.org/10.3390/buildings11060241.

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It is necessary to recognize masonry domes’ behavior under gravity loads in order to strengthen, restore, and conserve them. The neutral hoop plays a crucial role in identifying the masonry dome’s behavior to distinguish between its tensile and compressive regions. When it comes to determining the neutral hoop position in a dome with the same brick material, in addition to determining the dome’s curve and thickness, the support condition located on the boundary line is a significant parameter that has received less attention in the past. Therefore, this research aims to comprehensively define masonry dome behaviors based on the support condition’s effect on the masonry dome’s behavior, in addition to thickness and curve parameters, by determining neutral hoop(s). The method is a graphical and numerical analysis to define the sign-changing positioning in the first principal stress (hoop stress), based on the shell theory and extracted from a finite element method (FEM) Karamba3D analysis of a macro-model. The case studies are in four types of supports: condition fixed, free in the X- and Y-axes, free in all axes (domes placed on a drum), and free in all axes (domes placed on a pendentive and a drum). For each support condition, twelve curves and four varied thicknesses for each curve are considered. Results based on the dome’s variables show that, in general, four types of masonry domes behavior can be identified: single-masonry dome behavior with no neutral hoop; double-masonry dome behavior where all hoops are compressive with a single neutral hoop; double-masonry dome behavior where hoops are compressive and tensile with a single neutral hoop; and treble-masonry dome behavior with double neutral hoops.

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30

Drygala, Izabela J., Joanna M. Dulinska, Łukasz Bednarz, and Jerzy Jasienko. "Seismic performance of a masonry arch viaduct subjected to foreshocks and a mainshock." MATEC Web of Conferences 211 (2018): 09003. http://dx.doi.org/10.1051/matecconf/201821109003.

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The main objective of this work is to present the results of seismic numerical investigation which was conducted for a masonry arch viaduct. The viaduct which was chosen as a case study, was subjected to foreshock-mainshock sequence. For the numerical evaluation a 3D finite element model (FEM) of the structure was assembled with the ABAQUS/Standard software program. In the numerical simulations a Barcelona Model (BM) was applied as a constitutive material model to represent nonlinear behaviour of the masonry arches of the investigated viaduct under the seismic actions. Taken into consideration the results of calculations the evident nonlinear behaviour of the masonry arches was detected under the earthquakes. The plastic strains as well as the cracking were achieved in some areas of the arches of the viaduct after seismic foreshock-mainshock sequence. Also proposed methodology for strengthening and monitoring of the structure of the viaduct in the future.

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31

Fagone, Mario, Giovanna Ranocchiai, Tommaso Rotunno, and Ernesto Grande. "Predictive Capability of a Finite Element Micro-Mechanical Model for Masonry Elements Reinforced Using CFRP." Key Engineering Materials 916 (April 7, 2022): 186–92. http://dx.doi.org/10.4028/p-jco79d.

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Different commercial Finite Element Codes proved to be able to describe the mechanical behavior of masonry materials externally reinforced by means of Carbon Fiber Reinforced Polymers (CFRP); the behavior of fracturing materials, characterized by low tensile strength, with adhered strips can be reproduced relying on parameters based on fracture mechanics and the theories of adhesion.In this report the comparison is made of previous experimental test results with numerical analysis, carried out on masonry panels reinforced with CFRP strips and subjected to out of plane actions. The comparison is especially addressed to the evaluation of the post peak branch; in addition to the slopes of the diagram in the pre-critic phase, available kinematic ductility and energy shares both prior and after the peak load were considered in order to interpret the capability of the micro-mechanical model implemented in the FEM Code to account for the local phenomena influencing the interaction between masonry and FRP strengthening systems.

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32

Bílý, Petr, and Josef Fládr. "Distribution of Stresses in Masonry Pillar with Fully Filled and Unfilled Perpend Joints." Solid State Phenomena 249 (April 2016): 160–65. http://dx.doi.org/10.4028/www.scientific.net/ssp.249.160.

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The paper summarizes the results of numerical analysis conducted with the aim to compare the distribution of stresses in masonry pillars constructed using different bricklaying techniques. The analysis was carried out in reaction to the discussion of members of Czech standardization committee TNK 37 – Masonry structures. Currently, most of masonry load-bearing structures in the Czech Republic are made from clay blocks without mortar in perpend joints. The analysis seeks the answer to the question whether it is possible, in case of the eccentrically loaded masonry pillars with unfilled perpend joints, to consider the value of design compressive strength calculated using the same approach as for pillars with filled perpend joints for the check of vertical load resistance. Supplementary comparison of the behavior of the pillars with filled and unfilled perpend joints loaded by lateral load in the plane of the pillar (corresponding to short shear walls) was also conducted. 2D FEM model created in ATENA Science software was exploited for the analysis. The results confirmed that the approaches contained in ČSN EN 1996-1-1 [1] are basically applicable for pillars with unfilled perpend joints.

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33

Lucchesi, Massimiliano, Barbara Pintucchi, and Nicola Zani. "An Enhanced Beam Model for the Analysis of Masonry Walls." Open Construction and Building Technology Journal 13, no. 1 (March 28, 2019): 52–66. http://dx.doi.org/10.2174/1874836801913010052.

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Background: Some typologies of masonry constructions (e.g. towers or walls with openings) can be reasonably studied through simple beam or frame-like models. For these structures, shear mechanisms often play an important role inducing failure and collapse. Objective: The paper presents an enriched beam model for studying the in-plane response of masonry walls. Initially formulated for masonry columns, towers and masonry slender structures in general, the model is now modified in order to also capture the shear failure mechanisms, in addition to the flexural ones. Methods: Starting with a one-dimensional no-tension model, a strength domain in the plane of the axial and tangential stress of the beam has been added, which has been defined by limiting both the stress shear component with respect to any possible direction and the main compressive stress. Results: The model, implemented in the FEM computational code MADY, allows for short computational times in studying the response of single panels as well as walls with openings. Conclusion: Comparisons with some experimental results from literature and some numerical results from more refined 2D models show the effectiveness and accuracy of the model’s predictions in terms of global and local response.

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34

Gołębiewski, Michał, Izabela Lubowiecka, and Marcin Kujawa. "Strength Parameters Of Masonry Walls In Modelling Historic Constructions." Civil And Environmental Engineering Reports 18, no. 3 (September 1, 2015): 55–64. http://dx.doi.org/10.1515/ceer-2015-0036.

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Abstract The paper presents the determination of the basic material properties of a historic brickwork. Experimental studies were used to identify the basic material properties of bricks. The mechanical properties of the masonry, as an orthotropic homogenized material, were calculated. Then, numerical simulations using the Finite Element Method (FEM) were performed to verify the experimental outcomes. Macromodels with element sizes of 40, 20, 10 and 5 mm, and a micromodel with an element size of 5 mm were applied. The results were compared with experimental data and results available in literature.

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35

Bilko, Piotr, and Leszek Małyszko. "An Orthotropic Elastic-Plastic Constitutive Model for Masonry Walls." Materials 13, no. 18 (September 13, 2020): 4064. http://dx.doi.org/10.3390/ma13184064.

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The use of a continuum structural model for the analysis of masonry structures in the plane stress state is discussed in this paper. Attention is paid to orthotropic masonry at the material level and validation of the model after its implementation in a proprietary finite element method (FEM) system via user-supplied subroutine. The constitutive relations are established in the framework of the mathematical elastoplasticity theory of small displacements and deformations. Based on the orthotropic failure criterion that was originally proposed by Hoffman in the spatial stress state, the model includes a generalization of the criterion in the plane stress. As it is the case for isotropic quasi-brittle materials, different yield surfaces are considered for tension and compression, which are both of Hoffman type.

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36

Bednarz, Łukasz, Izabela Drygała, Joanna Dulińska, and Jerzy Jasieńko. "Study of Materials Behavior in a Monumental Vault Strengthened by a Carbon Net in a Mineral Matrix Subjected to Seismic Influence." Applied Sciences 11, no. 3 (January 23, 2021): 1015. http://dx.doi.org/10.3390/app11031015.

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The application of the elasto-plastic material model known as the Barcelona Model (BM) for numerical assessment of a historical vault subjected to earthquake sequence is presented in this work. As a case study, part of a masonry vault erected in Southern Poland in the 12th century was chosen. For the study purposes, a 3D finite element model (FEM) of the vault was prepared using the ABAQUS/Standard software program. The essential details of the structure geometry were taken from the 3D scan of the vault. The first variant of the masonry vault was the structure without any strengthening, whereas the second variant was with strengthening system realized by application on composite materials, i.e., the carbon fiber reinforced cementitious matrix (C-FRCM). The results of the dynamic analysis revealed that an evident nonlinear performance of the masonry materials of the vault in both cases was detected for both FE models of the structure. The analysis proved that the foreshock–mainshock–aftershock sequence caused substantial damages in structural parts of the masonry vault. The distribution of plastic strains and damages allowed assessment of the impact of the full seismic sequence on the masonry vault. In the case of the unstrengthen vault the level of cracking and stiffness loss reached 90%. In the case of the vault strengthened with the FRCM system the tensile damage level was significantly lower. It did not exceed 30%. In addition, the first plastic zone of the unstrengthened masonry structural elements of the vault became visible after the foreshock.

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37

Fabio, Franco Di, Amedeo Gregori, and Matteo Totani. "EXPERIMENTAL AND NUMERICAL INVESTIGATIONS ON HISTORICAL MASONRY WALL SPECIMENS TESTED IN SHEAR-COMPRESSION CONFIGURATION." Engineering Structures and Technologies 7, no. 4 (April 4, 2016): 177–88. http://dx.doi.org/10.3846/2029882x.2016.1145073.

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The paper presents the experimental investigation carried out on wall specimens reproducing the ancient masonry of several monumental building located in the old city centre of L'Aquila (Italy) and damaged by the April 2009 earthquake. The wall specimens were prepared in accordance with the traditional technique, using original stone elements and typical poor mortar. Subsequently, the specimens were consolidated with mortar injections. Other specimens were also reinforced with Ultra High Tensile Strength Steel wires applied as coating technique (not wrapped). Shear-compression tests were carried out on the wall specimens to evaluate the effects of the reinforcements both in terms of final stiffness and strength of the specimens. A non-linear Finite Element Model (FEM) was developed to reproduce the experimental tests and to better understand the damage phenomena. The load-displacement curves predicted by the FEM compared quite well with the experimental ones. The failure mode of the specimens was properly captured by the FEM. The effectiveness of the external reinforcement was proved to strictly depend on the coating adhesiveness to the walls surface. The premature debonding of the external reinforcement was demonstrated to cause the fragile post-peak behaviour during both the actual experimental test and the numerical simulations.

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38

Micelli, Francesco, Alessio Cascardi, and Maria Antonietta Aiello. "Seismic Capacity Estimation of a Masonry Bell-Tower with Verticality Imperfection Detected by a Drone-Assisted Survey." Infrastructures 5, no. 9 (September 8, 2020): 72. http://dx.doi.org/10.3390/infrastructures5090072.

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Masonry towers are considered an important part of cultural heritage due to their architectural and historical value. From a structural perspective these kind of buildings are considered slender elements, the same as a cantilever beam. In real cases it is not easy to model with high accuracy these heritage constructions, since the geometry and mechanical properties of the constituent materials are not adequately known. On the other hand, a deep knowledge of the structural and seismic vulnerability of the masonry towers is needed in order to preserve and retrofit, when necessary, their architectural and cultural value. In the present research an exhaustive study is presented, as it regards the assessment of the seismic vulnerability of a heritage masonry bell-tower, built in the 14th century. An innovative protocol of structural survey followed, and it is proposed herein. The geometry of the tower was easily obtained by digital photogrammetry assisted by a drone. The geometrical model was easily converted into a digitalized input, that was introduced into a finite element method (FEM)-based code. The 3D model was used for linear static, linear dynamic and nonlinear static (pushover) structural analyses. The vulnerability of the masonry tower was assessed and at least one kinematic was found to be not verified.

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39

Ruocci, Gianluca, Rosario Ceravolo, and Alessandro de Stefano. "Modal Identification of an Experimental Model of Masonry Arch Bridge." Key Engineering Materials 413-414 (June 2009): 707–14. http://dx.doi.org/10.4028/www.scientific.net/kem.413-414.707.

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The erosion of the river bed material at bridge pier foundation produced by scour events is one of the main causes of the observed masonry bridges failures and collapses. Foundation settlements and rotations derived from the reduction of the footprint under the piers threaten masonry arch bridges integrity more than any gravity load. The resulting effect on the structure is the development of cracking mechanisms on the arches which may affect the dynamic behaviour of the whole bridge. A scaled experimental model of a masonry arch bridge has been built in the laboratory of the Dep. of Structural Engineering at the Politecnico di Torino. The aim was to better understand scour damage scenario and to identify early structural symptoms of pier erosion. A preliminary dynamic identification is carried out on the intact structure and a comparison with the FEM results is performed. The set of identified modal parameters is adopted as the reference system that will be compared with those acquired after the application of damage of increasing extent.

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40

Dounar, S. S., A. M. Ausiyevich, A. D. Lapuka, D. N. Shvedova, and A. V. Rodenia. "FEA stress analysis of the Tower of Pisa as a way for students to explore the sphere of virtual testing." «System analysis and applied information science», no. 2 (June 27, 2022): 67–75. http://dx.doi.org/10.21122/2309-4923-2022-2-67-75.

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FEA of stress state for Pisa Tower is accomplished. Imaginary vertical orientation of the tower is simulated as well as its actual leaning position too. Moderate deformational incompatibility between “column drum” and “stem” load-bearing systems is revealed. Twofold overstressing of lower colonnade is found comparatively to the stem surface. Tower’s compressive stress concentrators are described. The inner helical passage into stem causes a periodical stress concentration about 1.5 – 2 times in the passage vicinity. Arch compression concentrator tied to stem – basis transition is revealed. Places for priority monitoring of marble masonry are pointed out.Some methodic experience is gained due to lively and successful student participation in all phases of the Pisa Tower FEM simulation.

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41

Formisano, Antonio, and Generoso Vaiano. "Combined Energy-Seismic Retrofit of Existing Historical Masonry Buildings: The Novel “DUO System” Coating System Applied to a Case Study." Heritage 4, no. 4 (December 10, 2021): 4629–46. http://dx.doi.org/10.3390/heritage4040255.

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The safety of the built heritage of our cities towards environmental factors and seismic actions is a pressing need for designers and researchers. The actual trend is to setup effective solutions to reduce thermal dispersions through the building envelope. Contrarily, combined systems able to enhance the resistance of constructions to earthquakes, on the one hand, and, on the other hand, to increase the energetic efficiency of existing buildings are scarcely diffused on the market and are rarely investigated in the scientific literature. In this framework, the seismic design of the new envelope DUO system for seismic-environmental requalification of existing masonry constructions is illustrated in the present paper with reference to a case study in the Neapolitan area. After the geometrical and mechanical characterization of the investigated building is performed, an FEM model of the masonry construction is setup by the SAP2000 analysis program, which has allowed performing pushover analyses. Based on the non-linear seismic response of the construction, an appropriate upgrading design mainly based on the innovative seismic envelope DUO system has been made. The static non-linear analyses applied to the upgraded FEM model of the building have shown a clear increase in performance in terms of strength, stiffness and ductility, thus confirming the effectiveness of the proposed envelope system.

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42

Fang, J. W., Z. Sun, and Y. R. Zhang. "TLS-FEM INTEGRATED STRUCTURAL DEFORMATION ANALYSIS ON THE BEAMLESS HALL AT NANJING, CHINA." International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences XLVI-M-1-2021 (August 28, 2021): 215–20. http://dx.doi.org/10.5194/isprs-archives-xlvi-m-1-2021-215-2021.

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Abstract. A method integrating terrestrial laser scanning (TLS) and finite element modelling (FEM) is proposed in this study. It aims at assessing the structural deformation of a historic brick-masonry building, the Beamless Hall at Linggu Temple in Nanjing, China. The building was composed of a series of vaults and arches, the largest among whom spans over 11m. TLS (Z+F Imager5010X) was used to collect 3D point cloud with high density. Point slices and geometric feature computation (verticality) were employed to detect geometric displacement quantitatively and intuitively. FEM-simulation was based on an ideal 3D model ignoring geometric anomalies. Results show that the Beamless Hall has inherent structural defect owing to its asymmetric layout along the transverse axis. Computing geometric feature of point cloud is fast and intuitive to detect and show geometric deviation. Inferred by FEM-simulated results and TLS-based deviation analysis, the building’s asymmetrical layout under self-weight is probably the main reason causing its structural deformation. Further developments include FEM based on as-built geometry, corrected materials parameters, and a comprehensive geometric deviation analysis.

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43

Baraldi, Daniele, Emanuele Reccia, and Antonella Cecchi. "In plane loaded masonry walls: DEM and FEM/DEM models. A critical review." Meccanica 53, no. 7 (June 12, 2017): 1613–28. http://dx.doi.org/10.1007/s11012-017-0704-3.

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44

D'Ambra, Claudio, Gian Piero Lignola, Andrea Prota, and Elio Sacco. "Comparison of Different FE Modeling for In-Plane Shear Strengthening of Brittle Masonry with FRCM." Key Engineering Materials 817 (August 2019): 65–72. http://dx.doi.org/10.4028/www.scientific.net/kem.817.65.

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Few design oriented models on strengthening of unreinforced masonry (URM) panels under in-plane actions with composite systems are currently available (among them, the pioneers researches [1, 2] and the guidelines [3, 4] for FRPs). Usually, the in-plane shear capacity of a strengthened panel is evaluated as the sum of two terms: the contribution of URM masonry and that of the composite strengthening system (usually only the fibers are considered, also in the case of inorganic matrix, as illustrated in [5, 6, 7], neglecting the shear contribution of the matrix). Mostly, the models proposed to compute the strength increment of the URM can be seen as extensions of provisions for steel-reinforced masonry, where the reinforcement is modeled by the truss analogy [8] and an effective ultimate strain is introduced to account for premature failure of fibers in shear applications. However, the development of the ideal truss in a masonry wall is strongly conditioned by a proper anchorage of fibers and availability of a fiber grid, which is not always ensured. Several failure modes can be expected for strengthened masonry, like diagonal splitting cracking, sliding of a portion over the other, so that the contribution of the composite can be engaged in different ways. The aim of this study is to compare different modeling strategies in the numerical field accounting for matrix as a continuum or as a stiffening of individual fibers, and to provide novel FEM analyses revealing the different role of fiber orientations and matrix properties.

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45

Russo, Salvatore, and Francesca Sciarretta. "Numerical Investigation on the Residual Behaviour of Masonry Walls Damaged by Fire Exposure." Key Engineering Materials 624 (September 2014): 230–37. http://dx.doi.org/10.4028/www.scientific.net/kem.624.230.

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The paper proposes a numerical approach to the problem of residual mechanical performance of load-bearing fire-separating masonry walls, via FE modelling. The mechanical features of the model are oriented to capture the cracking behaviour under both thermal and mechanical stress; by doing so, the liability of numerical outcomes could be assessed by comparison to experimental information already obtained. The numerical analysis is performed by means of FEM analysis with DIANA 9.4.4 software, simulating the experimental heating cycle followed by a mechanical ‘cold’ compressive failure test. The comparison of numerical outcomes to available experimental information allows to judge the good reliability of the numerical approach in reproducing the residual behaviour of a masonry wall after fire exposure; this would especially address the issues of physical modelling and the difficulties of relating the behaviour of small samples to real-size walls.

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46

Martínez-Mártinez, Luis Horacio, Gustavo Mendoza-Chavez, David Joaquin Delgado-Hernandez, David De León Escobedo, Elia Mercedes Alonso Guzmán, Wilfrido Martínez Molina, Eleazar Arreygue-Rocha, Hugo L. Chavez-García, and Juan Carlos Arteaga-Arcos. "Advances of a FEM for the Failure Probability Evaluation of Masonry Vehicular Bridge Support Piers." Advanced Materials Research 538-541 (June 2012): 580–85. http://dx.doi.org/10.4028/www.scientific.net/amr.538-541.580.

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One of the responsibilities of a Civil Engineer is to make decisions regarding preservation of infrastructure; therefore, there have been established concepts such as risk and risk analysis. Risk analysis, is a methodology applied to determine and evaluate the risk magnitude. From the structural engineering point of view, it is required that any structure become secure, this means that the capacity to withstand external actions (strength) will be higher than these actions (loads). In order to determine the structural safety, it is required to define the failure of the structure that it is not strongly related with the collapse of the structure; the failure criteria needs to be fixed depending on the use of the building and the consequences associated with the interruption of services provided by the facility. The failure then, is calculated by means of a limit state function in where it is established the failure criteria; failure is reached when a specific condition (strength) is surpassed by the actions over the structure. The present work aims to propose a preliminary Finite Element Model (FEM) that represents a pier used as support for vehicular bridges. This FEM is required for the assessment of mechanical behavior of the structure that will be used for the determination of the limit state function needed for risk assessment. Most of the simulations with FEM presented in literature are very used for modeling of masonry walls, but it is not usual to model structures such as bridge piers.

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47

Kalman Šipoš, Tanja, and Kristina Strukar. "Prediction of the Seismic Response of Multi-Storey Multi-Bay Masonry Infilled Frames Using Artificial Neural Networks and a Bilinear Approximation." Buildings 9, no. 5 (May 13, 2019): 121. http://dx.doi.org/10.3390/buildings9050121.

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In order to test the reliability of neural networks for the prediction of the behaviour of multi-storey multi-bay infilled frames, neural network processing was done on an experimental database of one-storey one-bay reinforced-concrete (RC) frames with masonry infills. From the obtained results it is demonstrated that they are acceptable for the prediction of base shear (BS) and inter-storey drift ratios (IDR) in characteristic points of the primary curve of infilled frame behaviour under seismic loads. The results obtained on one-storey one-bay infilled frames was extended to multi-bay infilled frames by evaluating and comparing numerical finite element modelling(FEM) modelling and neural network results with suggested approximating equations for the definition of bilinear capacity by defined BS and IDRs. The main goal of this paper is to offer an interpretation of the behaviour of multi-storey multi-bay masonry infilled frames according to a bilinear capacity curve, and to present the infilled frame’s response according to the contributions of frame and infill. The presented methodology is validated by experimental results from multi-storey multi-bay masonry infilled frames.

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48

Chen, Hao, and Li Li Xie. "Three Dimensional Dynamic Analysis of Crack Growth in Unreinforced Baked Brick Shear Wall." Applied Mechanics and Materials 602-605 (August 2014): 674–79. http://dx.doi.org/10.4028/www.scientific.net/amm.602-605.674.

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This paper presents the 3D dynamic crack growth simulation of unreinforced baked brick shear wall by using particle discretization scheme finite element method (PDS-FEM), which is efficient and capable of computing bifurcation/branching in cracking. The technology of fast modelling of bricks and cements by applying VB script in AUTOCAD is illustrated briefly. The shear wall including mortar joints is modelled in detail. The model parameters are calibrated by using standard static tests. Since the computation cost is high in structural level fracture analysis, parallel computation technology is employed. Finally, with two-phase failure criterion of mortar under multi-dimension stress state, the performance of low and high loading speed is compared. The numerical results verify the availability of dynamic fracture analysis of masonry structure by using PDS-FEM.

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49

Haris, István, and Zsolt Hortobágyi. "Different FEM models of reinforced concrete frames stiffened by infill masonry for lateral loads." Periodica Polytechnica Civil Engineering 56, no. 1 (2012): 25. http://dx.doi.org/10.3311/pp.ci.2012-1.03.

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50

Valente, Marco, and Gabriele Milani. "Seismic assessment of historical masonry towers by means of simplified approaches and standard FEM." Construction and Building Materials 108 (April 2016): 74–104. http://dx.doi.org/10.1016/j.conbuildmat.2016.01.025.

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