Corrigendum to: Seismic rehabilitation of flexure-damaged RC shear walls using a hybrid UHPC–FRP composites with EBROG-installed strips and FRP anchors [Journal of Composite Part C: Open Access, Volume 18 (2025), Article 100665

A series of 10 reinforced concrete T‐beams, designed deficient in shear, were tested in order to investigate the shear performance achieved through externally applied U‐shaped FRP composite strips. Key variables of the study were: type of FRP composite, type of surface bonding and type of end anchorage for the strips. Carbon fibre‐reinforced polymer (CFRP), glass fibre‐reinforced polymer (GFRP) and high modulus of elasticity carbon fibre‐reinforced polymer (Hi‐CFRP) strips were the special composite types with different elastic moduli, full or partial bonding of the strips to the beam surface were the variables for the type of surface bonding. All partially bonded FRP strips were free from surface bonding, whereas epoxy‐bonded FRP anchors were used at their ends close to the slab‐to‐beam connection. Those strips with full surface bonding have either epoxy‐bonded FRP anchors at their ends or the strip ends were without anchorage. The test results revealed that shear‐deficient beams may well be strengthened by the externally applied FRP strips. However, the level of strength enhancement and the failure pattern is closely influenced by the composite's elastic modulus, the type of surface bonding and the type of end anchorage for the FRP strip itself. The enhancement of the Hi‐CFRP strips did not live up to expectations. The use of unbonded FRP for shear strengthening yielded promising results.

Experimental study on anchoring of FRP-strengthened concrete beams

Seismic rehabilitation of flexure-damaged RC shear walls using a hybrid UHPC–FRP composites with EBROG-installed strips and FRP anchors

Pull-off bond behavior of anchored random-chopped FRP composites bonded to concrete

Seismic performance of flexure-dominated reinforced-engineered cementitious composites coupled shear wall

Anti-collapse performance of concrete-filled steel tubular composite frame with RC shear walls under middle column removal

The damage initiation mechanisms of a carbon-epoxy single-edge notched cross-ply [90/0/90] laminate when loaded in tension were studied using Digital Volume Correlation (DVC). The specimen was loaded to approximately 13, 22, 24, and 26% of its ultimate load, and Computerized Tomography scans were taken in situ. The scans were then used to perform a DVC analysis using the open source code FIDVC [1]. Delamination of the interfaces, splitting of the 0 ply, and transverse cracking of the 90 plies were detected from the DVC results by observing strain field redistributions across the different stages. The interpretation of the DVC results were then supported by the construction of a ply-level micromechanics based Finite Element model to better understand deformation response in the presence of delamination. The DVC analysis herein presented was conducted to serve as a case study for verification of the assumptions in Progressive Failure Analysis models of composites such as the one presented in [2]. [1] E. Bar-Kochba, J. Toyjanova, E. Andrews, K. S. Kim and C. Franck, "A Fast Iterative Digital Volume Correlation Algorithm for Large Deformations," Experimental Mechanics, vol. 55, pp. 261-274, 2015. [2] M. H. Nguyen and A. M. Waas, "A novel mode-dependent and probabilistic semi-discrete damage model for progressive failure analysis of composite laminates - Part I: Meshing strategy and mixed-mode law," Composites Part C: Open Access 3, 2020.

This article has been retracted at the request of the Editor-in-Chief due to extended similarites with a previously published article. The previously published article is: Alec Redmann, Maria Camila Montoya-Ospina, Ryley Karl, Natalie Rudolph, Tim A. Osswald, "High-force dynamic mechanical analysis of composite sandwich panels for aerospace structures," Composites Part C: Open Access, Vol. 5, Art. No. 100136, July 2021 The authors of this paper failed to provide any reasoning regarding the case.

RC shear walls are considered one of the main lateral resisting members in buildings. In recent years, FRP has been widely utilized in order to strengthen and retrofit concrete structures. A number of experimental studies used CFRP sheets as an external bracing system for retrofitting of RC shear walls. It has been found that the common mode of failure is the debonding of the CFRP-concrete adhesive material. In this study, behavior of RC shear wall was investigated with three different micro models. The analysis included 2D model using plane stress element, 3D model using shell element and 3D model using solid element. To allow for the debonding mode of failure, the adhesive layer was modeled using cohesive surface-to-surface interaction model at 3D analysis model and node-to-node interaction method using Cartesian elastic-plastic connector element at 2D analysis model. The FE model results are validated comparing the experimental results in the literature. It is shown that the proposed FE model can predict the modes of failure due to debonding of CFRP and behavior of CFRP strengthened RC shear wall reasonably well. Additionally, using 2D plane stress model, many parameters on the behavior of the cohesive surfaces are investigated such as fracture energy, interfacial shear stress, partial bonding, proposed CFRP anchor location and using different bracing of CFRP strips. Using two anchors near end of each diagonal CFRP strips delay the end debonding and increase the ductility for RC shear walls.

A RC shear wall with vertical mild steel-lead energy dissipation strips was proposed as an improvement in seismic behavior over existing shear wall designs. In order to test and ascertain the projected increase in performance, five low-rise shear wall specimens: one normal RC shear wall, one RC shear wall with slits, two shear walls with vertical X style mild steel energy dissipation strips under different design parameters, and one shear wall with vertical X style mild steel-lead energy dissipation strips were tested under cyclic loading. Based on the experiment, the damage characteristics, hysteresis characteristics, load-carrying capacity, stiffness, ductility, and energy dissipation of the specimens were comparatively analyzed. Results show that the ductility and energy dissipation of the RC low-rise shear wall with vertical X style mild steel energy dissipation strips and the one with X style mild steel-lead energy dissipation strips offer a significant improvement in seismic performance over accepted designs. In addition, the failure behavior of the low-rise shear wall tended towards bending failure rather than shear failure.

ABSTRACTThis study presents a novel framework for the optimization of the distribution and thickness of shear walls in reinforced concrete (RC) buildings. Unlike traditional trial‐and‐error methods that are time‐consuming and often lead to suboptimal designs, this framework leverages advanced optimization algorithms, specifically the Gray Wolf Optimizer (GWO) algorithm, and Artificial Intelligence to automate the design process using the SAP2000 API. The framework integrates both structural and architectural constraints, offering flexibility in the placement of shear walls, whether at the periphery or inside the building. It uniquely incorporates the newly released Algerian Seismic Code (RPA2024) to automate iterative adjustments and ensure compliance with specific regional constraints, including seismic zoning, interstory drift limits, and base shear verification procedures, which are tailored within the framework. The effectiveness of the framework is demonstrated through numerical examples of regular and irregular buildings, showcasing significant improvements in structural performance, substantial weight reduction, and overall cost efficiency, unlike trial‐and‐error methods. Furthermore, the framework's open accessibility allows structural designers and practitioners to widely use this innovative tool to integrate different seismic codes, providing accessible optimized design techniques for more cost‐effective construction projects.

In this paper, a new web reinforcement layout for RC shear walls was presented to improve the seismic performances of RC traditional walls. Two RC ductile frames and two RC framed shear wall specimens were designed and tested under cyclic loading at the National Center for Research on Earthquake Engineering. The test results showed that the proposed shear walls with extra concentric circles web reinforcement had greater ductility and higher energy dissipation than those of traditional RC shear walls. Moreover, the test results also indicated that the improved RC shear walls can effectively prevent the inclined shear cracks from happening and developing into the wall. This implies that large “X-shaped” bi-diagonal shear cracks can be avoided; instead, a number of minor cracks gradually and uniformly propagate into the wall surface. As a result, more ductile failure mode can be expected when the proposed high seismic performance of RC shear walls appear in the engineering practice.

The Journal of Composites Science is a new, online, open access journal, which aims to focus on advanced technology and the development of composites and composite structures.[...]

The impact of corrosion degree, axial compression ratio, reinforcement ratio of longitudinal bar and horizontal distribution rebar, and stirrup of boundary column on seismic performance of RC shear walls were investigated. The corrosion forms (rust expansion cracks and corroded steel bars), failure process, hysteretic characteristics, bearing capacity, and deformability were compared. Subsequently, a numerical model of corroded RC shear walls was established adopting shell elements. Finally, according to the numerical simulation method, considering the uncertainty of corrosion degree and material parameters, the vulnerability models of RC shear wall components with different corrosion degrees were built. The results show that the mechanical properties of the shear wall were seriously deteriorated due to the corrosion of steel bars, and the ultimate displacement and ductility coefficient of severely corroded specimens were reduced by 28.5% and 12.27% respectively, compared to non-corroded specimens. A proposed numerical modeling method for corroded RC shear walls based on shell element is accurate, and the bearing capacity error and energy dissipation error of the simulation and test results were less than 20%. As the degree of corrosion grew, the probability of shear wall components experiencing more severe failure added significantly. When the displacement angle was 1/120 (This is the limit value of elastic-plastic displacement angle specified in the code), the probability of DS3 and DS4 occurring in the shear wall with a corrosion degree of 0% were 56% and 39.44%, and the probability of DS4 and DS5 occurring in the shear wall with a corrosion degree of 10% were 41.1% and 38.44%.

SUMMARYShear wall systems are one of the most commonly used lateral‐load resisting systems in high‐rise buildings. The height–thickness ratio of traditional RC shear wall is more than 8. In order to study the seismic performance of a new type of shear wall structure (short‐limb shear wall structure) with height–thickness ratio of 5–8, L‐shaped cross‐section. A total of six shear wall specimens with 1/2‐scaled model were tested under the cyclic loading. The test parameters included: six specimens were loaded in the web plane; axial–load ratio and height‐thickness ratio were in the range of 0.1–0.4 and 5–8, respectively. The failure process, failure mode and deformation properties were studied. The test results are shown that: L‐shaped RC shear wall with a better deformation than the traditional shear wall, when the axial‐load ratio and height‐thickness ratio are within a certain range, the seismic performance will be able to play to the best. Specimens of the axial‐load ratio of 0.1, height‐thickness ratio of 6.5, they have the most excellent ductility and energy dissipation capacity. Copyright © 2010 John Wiley & Sons, Ltd.