11.33: Performance evaluation of an innovative HCW system with Shear Dissipative Links

Abstract

This paper presents an improved approach to a newly suggested design procedure of an innovative Hybrid Coupled Wall (HCW) system. This system consists of a reinforced concrete (RC) shear wall with dissipative steel links and steel side columns, where the RC wall carries almost all the horizontal shear force while the overturning moments are partially resisted by an axial compression-tension couple developed by the two side steel columns rather than by the individual flexural action of the wall alone. The design objective is to reduce or possibly avoid the damage in the RC wall while concentrating the seismic damage to the replaceable steel links which are shear critical, i.e. intended to fail in shear rather than flexure. This increases the energy dissipation ability of the whole system and thus improves its resistance towards seismic ground motion. This present piece of investigation also aims to bring clarity to some important points such as: definition of an efficient coupling ratio with or without uniform link distribution, lower and upper limits of the coupling ratio compatible with the assumed link distributions, relationship between the coupling ratio and the total building height. The proposed design procedure is applied to case studies considering various assumptions for the design parameters. The designed solutions are analysed through several nonlinear finite element models in order to evaluate the results of the design methodology and provide useful information on the ductility capacity of the proposed innovative HCW system for different coupling ratios and efficient energy dissipation characteristics of the shear links.

Characterization and Optimization of the Steel Beam to Rc Wall Connection for Use in Innovative Hybrid Coupled Shear Wall Systems

“…Steps 1, 2, 4, and 5 remain the same for both. This procedure is essentially a continuation of the global design methodology proposed in the earlier studies [11] and focuses specifically on the embedded connection aspects.…”

“…Step 1: Design of the RC wall and steel link (fuse): The dimensions and reinforcement details of the RC wall, steel columns and steel shear links are calculated according to a recently proposed design procedure [11] used for global characterization of innovative HCW structures.…”

“…13). Both connection configurations were studied in a view to accommodate a seismic link assumed to be located at the ground story section of the 6 storied structure with a coupling ratio 40% as studied in a previous research [11]. The length of the wall is 2.1m and its width is 0.36m.…”

“…Reinforcements are designed according to the DCM rules stated in EC8, Clause 5.4.3.4 [12] for ductile walls. The link section was obtained from the previous study [11] and has an overall depth of 200mm, flange width of 100mm, flange thickness of 17mm, web thickness of 5.6mm. The link length was varied from 400mm to 1900mm to produce the 4 different MEd0/VEd ratios with the link acting as a lever arm.…”

“…4. Reinforcement detailing for RC wall of the 6 storied HCW system [11] After the parametric study, two final FE models were designed according to the previously discussed procedure. Although both the models fulfilled the desired design objective, they are not discussed in this particular study, to avoid any distraction and solely focus on the development and refinement of the design procedure presented in section 2.…”