Numerical approaches based on the Discrete Element Method (DEM) have proven effective in reproducing complex cracking and failure mechanisms of masonry structures. However, when intending to use them for virtual testing, an important constraint is that their predictive capability strongly depends on the appropriate calibration of material and contact parameters. This study presents the calibration of three-dimensional DEM models developed in 3DEC to simulate in-plane response of full-scale masonry wall with opening, subjected to quasi-static monotonic lateral loading. The experimental results, including the lateral force–displacement relationship, crack patterns and damage mechanisms, are used as benchmark data for the numerical model with exact geometry, boundary condition and loading scenario. Two models were calibrated, composed of rigid blocks and elastic deformable blocks. In both cases the blocks were connected through contact interfaces governed by Mohr–Coulomb joint model. To capture results of the experimental test, a tailored joint-displacement-based softening model is introduced on subcontact scale, representing main novelty of the study. Calibration using the proposed joint model successfully captures the main features of experimental behavior, including initial elastic part, stiffness degradation, peak lateral load, and post-peak softening (including an abrupt decrease in lateral load bearing of the wall at proper displacement), together with experimentally found damage mechanisms. The results demonstrate the capability of DEM-based simulations to reproduce nonlinear in-plane behavior of masonry wall without need for fracture energy parameters and highlight the importance of accurate joint softening models for reliable structural assessment of masonry structures.
This study investigates the influence of constitutive model parameters on both the global and local response of reinforced concrete beams. Advanced numerical simulations require appropriate material models to represent the specimen behaviour, so this research compares simplified engineering procedures with the concrete damage plas - ticity (CDP) model. A single representative specimen was analysed using a high-resolution digital image correlation (DIC) system to provide dense experimental data for precise calibration. The investigation focuses on identifying the specific tension stiffening description that best reflects the fracture kinematics recorded by the optical system. Results indicate that the strain-dependent approach (specifically the Massicotte model) offers superior consistency with experimental crack patterns and load-deflection curves. In contrast, models based on fracture energy exhibited unphysical blurring of damage zones and poorer crack localization. The study concludes that broad validation extending beyond global load-deflection curves, utilizing local displacement fields from DIC, is essential for an objective assessment of numerical model quality and the optimization of concrete structure design.
Dawid Karasiewicz, Julia Graczyk, Michał Demby et al.· Advances in Science and Tech...· 0 citations
This study focuses on the capacity design of earthquake-resistant steel structures incorporating knee bracing systems, which serve as dissipative elements. It also presents the development and validation of a numerical model for simulating the behavior of these systems. The proposed model accurately captures the response of the fuse element by accounting for the interaction among axial force, shear, and bending moment, including second-order effects, while maintaining low computational demands. Model validation was performed through comparison with two independent experimental campaigns: (1) three-point bending tests on isolated fuses to characterize their local behavior, and (2) cyclic push-over tests on a full-scale, single-story frame to evaluate the global response of the system under lateral loading. Following the validation, an extensive parametric study was carried out via nonlinear static analyses on a multi-story, multi-bay steel frame with semi-rigid joints equipped with knee bracing systems. The investigation examined the influence of the axial forces in the fuses, the fuse cross-sectional typology, the joint rotational stiffness, and the lateral load distribution. The proposed model provides a practical and computationally efficient tool to support performance-based design and optimization of energy-dissipative devices in steel frame structures. The paper also provides a series of design recommendations for practitioners involved in designing earthquake-resistant structures with knee bracing systems.
R. Piazzon, F. Gusella, P. Zampieri· Bulletin of Earthquake Engin...· 0 citations
Semi-rigid connections play a critical role in steel structures; however, most existing component-based approaches do not explicitly account for stiffness degradation and post-yield residual stiffness, which may reduce the accuracy of moment–rotation predictions. To address this limitation, direct numerical simulations (DNSs) of representative T-stub beam-to-column joints were conducted to investigate their nonlinear rotational behavior. Based on the observed joint response, a Joint Component Model (JCM) capable of representing sequential yielding, stiffness evolution, and residual rotational stiffness was developed. Constitutive relationships were derived, and a parameter identification procedure directly relating joint geometry and component mechanical properties to the model parameters was established. The proposed model was subsequently implemented in ANSYS and validated through analyses of T-stub joints and steel frames subjected to static and dynamic loading. The results showed good agreement between the JCM and DNS in terms of moment–rotation relationships, force–displacement responses, and dynamic time-history responses. Compared with DNS, the proposed model significantly reduced computational time while maintaining satisfactory prediction accuracy. The proposed JCM therefore provides an efficient and reliable component-based modeling framework for modeling semi-rigid steel connections and capturing stiffness evolution throughout the entire joint rotation process.
Xiao Liu, Yi-Lun Li, Haiwei Yao et al.· Buildings· 0 citations
The rocking motion resembles the dynamic behaviour of various structures, and therefore, it is fundamental for many earthquake engineering applications. Despite its importance, modelling the rocking motion remains an open and challenging topic owing to its highly non‐linear and sensitive dynamic behaviour. Several rocking models have been proposed in the scientific literature, yet, in most cases, with limited or partial validation against experimental results. To this end, this study proposes a novel compliant contact model for simulating the response of block‐type rocking structures. The model is calibrated using data from an experimental campaign on dry‐joint interfaces and features a hysteretic, rate‐independent term that captures the joint‐closure tests. Moreover, the model includes a non‐linear viscous damping term calibrated to match energy dissipation for any angular coefficient of restitution value. Subsequently, the proposed model is validated against an extensive experimental campaign of more than 400 free‐rocking and forced‐rocking shaking‐table tests of limestone blocks with various geometries.
G. Vlachakis, Carla Colombo, S. Saloustros et al.· Earthquake Engineering &...· 0 citations
Abstract The equivalent frame method is widely used for the structural analysis of masonry buildings subjected to lateral loads. In this approach, masonry structural components are idealized as macro-elements, which consist of reticulated finite elements formulated to simulate the quasi-brittle behavior of masonry and its typical failure mechanisms. This study investigates a macro-element with a mixed force-based formulation applied to the modeling of structural masonry shear walls. The study is based on a previously developed macro-element for unreinforced masonry panels, using the Timoshenko beam theory, which adopts a uniaxial constitutive model for masonry and incorporates a non-linear shear hinge. The cross-sectional stiffness matrix is obtained through analytical integration, without fiber discretization. This macro-element is capable of reproducing the failure mechanisms of rocking, bed joint sliding, and diagonal cracking. The present study focuses on the enhancement of the macro-element through extensions to the original formulation and modifications to the non-linear solution procedure. The main contributions include the introduction of a tensile branch into the masonry constitutive law, as well as the incorporation of reinforcement through a fiber-based approach. In addition, modifications were introduced in the matrix representation of the cross-section force-deformation relationship, resulting in a more robust numerical scheme with improved convergence. The macro-element was applied to the numerical simulation of experimentally tested unreinforced and reinforced masonry shear walls, yielding results consistent with data reported in literature.
M. F. D. de Oliveira, Igor dos Santos Bruno, K. Goliath· REM: International Engineeri...· 0 citations
The integration of service holes in glulam beams is increasingly common in mass timber construction; however, these openings introduce stress concentrations that can compromise structural integrity through crack initiation and propagation. This study presents a robust numerical framework for simulating crack behavior around holes in glulam beams using the finite element software Abaqus. The framework incorporates the
Wood
ST
constitutive model, developed based on continuum damage mechanics, to capture the anisotropic damage evolution of timber under tensile and shear loading. Key modeling components include detailed geometric representation, layer-refined meshing strategies, and cylindrical orthotropic material systems to simulate the structure of the laminations. To validate the proposed approach, six glulam beams with three configurations—without holes, with a single hole, and with two holes—were tested under a single point load at midspan. The developed finite element models were calibrated and validated using experimental data, demonstrating strong agreement in terms of load–displacement responses and observed failure modes. The results confirm the model’s capability to predict the structural resistance and deformation behavior of perforated glulam beams. This predictive tool contributes to the advancement of structural design methodologies for engineered timber structures.
Zhiyong Chen, C. Dagenais· Journal of Structural Engine...· 0 citations
We use cookies to run the site and, with your consent, for analytics and to show ads.
See our Cookie Policy.
