By Sherif El-Tawil, Patrick Fortney, Kent Harries, Bahram Shahrooz, Yahya Kurama, Mohammad Hassan, Xiangdong Tong
Hybrid Coupled Wall (HCW) platforms are lateral-force-resisting platforms composed of bolstered concrete partitions coupled by means of metal beams. wide study has proven that HCW platforms own the required mixture of stiffness, energy, and durability for program in areas of reasonable to excessive seismicity. ''Recommendations for Seismic layout of Hybrid Coupled Wall Systems'' synthesizes the prevailing info into important innovations for engineers and practitioners concerned with seismic research and layout of HCW structures. This ebook deals tools for approach layout - a prescriptive layout procedure in accordance with linear elastic research and an all-purpose performance-based layout technique that may be utilized in conjunction with linear or nonlinear research strategies. directions for initial process proportioning also are supplied besides strategies for part layout. This publication should be priceless to engineers and execs interested in seismic research
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It is observed that, as a result of post-tensioning, the initial lateral stiffness of the test beam before the initiation of gap opening is similar to the initial stiffness of an embedded steel coupling beam. SEISMIC DESIGN OF HYBRID COUPLED WALL SYSTEMS 47 Figure 18: Subassemblage experiments – (a) test set-up; (b) beam chord rotation history; (c) beam shear force versus chord rotation behavior; (d) total beam PT force; (e) beam end view; and (f) angle fracture. The hysteresis loops in Figure 18c indicate that the beam PT strands provide a restoring force that closes the gaps and pulls the beam back towards its undisplaced position upon unloading, resulting in a large self-centering capability with almost no residual displacement.
These are primarily based on models previously developed for connections between steel brackets and reinforced concrete columns (PCI Design Handbook 1999; Marcakis and Mitchell 1980; Mattock and Gaafar 1982). 2b), be calculated using the model proposed by Mattock and Gaafar (1982). 167 f c 'bwC d C v yr C ¸ s © ¹ (15b) The strength model is based on mobilizing an internal moment arm between bearing forces Cf and Cb as shown in Figure 15. 85f'c. The bearing stresses are distributed over the beam flange width, bf.
The vertical bars may be attached to the flanges using mechanical half couplers which are welded to the flanges. Two sets of transfer bars are recommended: the first pair placed in a region to approximately coincide with the location of wall longitudinal bars closest to the wall face, and the second pair placed in a region near the end of the embedment length a distance no less than two times the diameter of the half coupler from the end of the embedment. The cross-sectional area of transfer bars required in each region of the embedded length is computed using Equation 17.