By Jong Wan Hu
This e-book introduces new clever connection platforms which might be utilized in aseismic development layout on the way to keep an eye on inter-story drifts and to minimize residual displacements. also they are applied as damper units and base isolators. the applying of those structures to composite second body structures can be handled within the ebook. furthermore, the publication will talk about find out how to make nonlinear body versions used for simulating whole habit within the development in addition to enhance finite point (FE) types used for correctly reproducing mechanical habit within the neighborhood process. should be of curiosity to researchers, engineers, and scholars within the box of civil and structural engineering
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Extra resources for Smart Connection Systems: Design and Seismic Analysis
Are associated with this section. In Appendix A, it is shown that the 2005 AISC Specification accurately evaluates the capacity of composite CFT columns when comparing its results with those obtained from numerical experiments. The SI unit systems (kN and m) will be used throughout this research because this is the current construction practice in the world. 1 Design requirement strength This section describes the prequalification design limits and required strength for PR-CFT connections. The scope of this section includes overall models, geometric configurations, and rational formulas to estimate the capacity of these connections.
Prion tested similar bolted connections but using end-plates fully welded to the girder. Azizinamini and Prakesh (1993) examined behavior of a beam-to-column connection in which the steel beam extended continuously through the CFT. Alostaz and Scheider (1996, 1997) investigated six types of connection details with circular CFTs. These details were arranged in approximate order of increased fabrication difficulty. Alostaz and Scheider suggested four kinds of fabrication methods. The first one was embedding weldable deformed bars.
Point (C) is anchored to the same plastic neutral axis (PNA) position from corresponding to that of Point (B) but on the other side of the centerline, so it contains the same flexural capacity as Point (B) and the same magnitude of axial resistance from the concrete alone. For Point (D), the PNA is located at the centerline. As a result, this point corresponds to the maximum flexural strength and one half of axial strength of that determined for Point (C). Point (E) is an additionally arbitrary point to better describe the curvature of the interaction diagram at high axial loads.