This study investigates the dynamic soil-structure interaction (DSSI) of a soil-box foundation-12-story reinforced concrete (RC) frame system based on shaking table test data. A three-dimensional finite element model is developed in ABAQUS using the Drucker-Prager model for soil behavior, a master-slave contact algorithm for the soil-structure interface, and the plastic damage model for the RC structure. The numerical results agree well with the experimental data, validating the proposed modeling approach. Parametric analyses are conducted by varying foundation burial depth, superstructure stiffness, additional structural mass, and seismic input characteristics. The results show that decreasing the burial depth reduces the acceleration peak ratio between the foundation top and the free-field soil surface (A1/S10) by up to 4.37%. Increasing burial depth significantly decreases roof acceleration, inter-story shear force, and overturning moment by up to 52.12%, 28.23%, and 49.10%, respectively. These results provide insight into the seismic behavior of DSSI systems and a reliable numerical framework for evaluating soil-structure interaction effects.
The rapid population growth and limited land availability in urban areas have led to buildings being constructed closer to property lines. In such situations, eccentrically loaded footings are commonly adopted at property lines, where settlement and rotational effects become significant. To mitigate these effects, strap beams are provided, connecting the edge footings to an adjacent interior footing and thereby improving overall stability. Conventional analysis assumes column bases to be resting on unyielding support for simplicity and computational efficiency; however, deformable soil conditions necessitate soil-structure interaction (SSI) and structure-soil-structure interaction (SSSI) analyses for realistic and rational solutions. This study investigates a three-storey, 4 & times;4 bay RCC building with eccentrically loaded footings near the property line. Rotation and settlement of footings with and without strap beams are examined under gravity and seismic loading (IS 1893:2025) using ABAQUS software. Four distinct cases are ana-lysed to evaluate the effects of strap beams and SSSI: SSI-E (SSI without strap beam), SSI-S (SSI with strap beam), SSSI-E (SSSI without strap beam), and SSSI-S (SSSI with strap beam). The comparative analysis quantifies the influence of strap beams and SSSI effects on footing rotation and settlement. The results demonstrate that strap beams significantly reduce footing rotation and settlement. Compared to SSI, SSSI leads to increased rotation and settlement at edge footings near the adjacent building. However, incorporating strap beams under SSSI conditions yields amore realistic and reliable prediction of actual footing behavior.
This study presents an experimental investigation on the dynamic and seismic behavior of a reduced-scale steel bridge pier model tested on a shaking table. The model response is first characterized under random white-noise excitations using accelerometers, and the fundamental frequencies are identified through frequency-domain analysis of the measured accelerations. The corresponding damping ratio is evaluated by the half-power bandwidth and the logarithmic decrement methods. The experimentally identified frequencies are then compared with those obtained from a finite element model to assess the consistency and reliability of the numerical simulation. Subsequently, a seismic analysis is performed using the 1995 Kobe earthquake at several intensity levels, allowing the assessment of the structural response under representative dynamic conditions. The seismic response of the model is measured in terms of accelerations and displacements, providing key insight into the underlying dynamic response mechanisms under earthquakes. These experimental measurements are finally used to calibrate the finite element model, with the objective of enhancing the reliability of numerical simulations and improving the predictive capability for the seismic behavior of real-scale bridge structures. The findings contribute to the development of more effective seismic-resistant design strategies and to the reduction of seismic risk in critical civil engineering infrastructures, particularly bridges.
This study develops and evaluates a cantilever-stiffened buckling-restrained brace (CAS-BRB) designed to enhance energy dissipation and cyclic stability while remaining compatible with conventional fabrication practice. A finite element framework was established to simulate a subassembly with a 2.0 m core, incorporating nonlinear steel behavior through combined isotropic-kinematic hardening, low-friction unbonded contact between the core and restrainer, initial geometric imperfections, and a quasi-static loading protocol consistent with seismic qualification practice. A low-yield steel equivalent to HSA80 was adopted for the core, while a conventional structural steel comparable to SS275 was used for restraining and stiffening components. The model was verified by benchmarking against published experimental results and by checking its response against recognized seismic design provisions. Parametric analyses were then conducted by varying the lengths of the welded and cantilever segments to isolate the role of staged engagement during compression. The results show that the cantilever segment delays the onset of strength degradation from the first compressive cycle at 1.5 Delta bm in the baseline case to 2.0 Delta bm for a 150 mm cantilever, while no strength degradation occurs within the applied loading protocol for a 550 mm cantilever. The interaction between the welded and cantilever segments indicates that shorter welded segments require longer cantilever segments to satisfy stability requirements. The welded segment provides the primary compressive resistance, whereas the cantilever segment governs post-contact stability. In addition, the partial-weld detail reduces heat input and residual distortion and is compatible with standard shop fabrication. Overall, the findings demonstrate a practical approach to improving the seismic performance of BRBs and support the development of cyclic qualification procedures and design guidance that link detailing parameters to target performance objectives.
Wire-mesh concrete sandwich walls (WCWs) represent a composite structural system known for its lightweight construction and low-carbon advantages. However, standardized criteria for evaluating their seismic performance remain insufficient, and quantitative assessments of their carbon reduction potential lack rigorous scientific validation-factors that hinder broader engineering application. In this study, incremental dynamic analysis (IDA) and quantile regression were employed to establish, for the first time, a three-tier seismic performance evaluation framework for WCWs based on inter-story drift ratio and inter-story shear force. Furthermore, a novel four-stage correlation model linking seismic intensity measures (IM), structural response, wall dimensions, and carbon emissions was developed to quantitatively relate seismic design parameters to embodied carbon emissions. This model provides a theoretical basis for the integrated design of structural safety and sustainability in green buildings. A case study of a WCW building demonstrated a 41.19% reduction in carbon emissions compared to conventional reinforced concrete shear walls. These findings offer critical theoretical and technical insights for the application of WCWs in sustainable construction.
