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Recent research has investigated a low damage seismic design concept for steel moment resisting frames (MRFs): the moment resisting fuse connection. Fuse connections are moment resisting connections that yield prior to the beam or column they connect. The connection acts as an easily repairable structural fuse of the seismic system instead of the beam, which is the typical fuse in a steel moment resisting frame designed to resist seismic loads, which can be very challenging and costly to repair after an earthquake. In most proposed fuse connections, energy dissipation is achieved by means of connection component yielding or friction slip. In AISC 358-16 (AISC, 2016c), the first prequalified fuse connection was added to the specification: the Simpson Strong-TieTM Yield-Link® (SST-YL) connection. Although the connection has shown sufficient strength and ductility at large levels of drift to reach prequalified status, there is some concern that steel MRFs with optimized fuse connections will not have the typical overstrength of traditional steel MRFs, which are usually controlled by drift limits rather than strength requirements. This concern raises the question: Are steel moment resisting frames with fuse connections adequately designed to prevent sidesway collapse during earthquakes when using typical seismic performance factors (R = 8, C [subscript d] = 5.5, and Ω0 = 3.0) for steel special moment resisting frames (SMRFs)? To investigate this concept, four three-bay steel special moment resisting frames with fuse connections were designed using provisions in ASCE7-16 (ASCE, 2017), AISC 341-16 (AISC, 2016a), AISC 360-16 (AISC, 2016b), and AISC 358-16s20 (AISC, 2020) with steel SMRF seismic performance factors. These frames were 2 stories, 4 stories, 6 stories, and 8 stories in height. These four archetypes were also redesigned with modified capacity design requirements more comparable to typical steel MRFs for a total of four design cases. These designs were evaluated using the FEMA P-695 methodology (FEMA, 2009) to determine if they have adequate collapse capacity. Different post-yield behaviors and failure criteria were modeled to determine their effect on system collapse capacity. Nonlinear pushover and response history analyses were done using OpenSEES (McKenna et al., 2010). The results of this investigation support that the seismic performance factors for typical SMRF frames are appropriate for use in SMRFs with fuse connections. However, there are several sources of uncertainty that require further investigation and research to determine to what extent this conclusion is accurate, particularly for new fuse connections that may be proposed. Suggestions for future research into numerical modeling and analysis of SMRFs with fuse connections are presented
An unexpected brittle failure of connections and of members occurred during the last earthquakes of Northridge and Kobe. For this reason a heightened awareness developed in the international scientific community, particularly in the earthquake prone countries of the Mediterranean and Eastern Europe, of the urgent need to investigate this topic. The contents of this volume result from a European project dealing with the 'Reliability of moment resistant connections of steel frames in seismic areas' (RECOS), developed between 1997 and 1999 within the INCO-Copernicus joint research projects of the 4th Framework Program. The 30 month project focused on five key areas: *Analysis and syntheses of research results, including code provisos, in relation with the evidence of the Northridge and Kobe earthquakes; *Identification and evaluation through experimental means of the structural performance of beam-to-column connections under cyclic loading; *Setting up of sophisticated models for interpreting the connection response; *Numerical study on the connection influence on the seismic response of steel buildings; *Assessment of new criteria for selecting the behaviour factor for different structural schemes and definition of the corresponding range of validity in relation of the connection typologies.
A state-of-the-art summary of recent developments in the behaviour, analysis and design of seismic resistant steel frames. Much more than a simple background volume, it gives the most recent results which can be used in the near future to improve the codified recommendations for steel structures in seismic zones. It contains new material which cannot be found in any standard reference book on seismic engineering.
This thesis presents the development and the seismic performance evaluation of steel MRFs with nonlinear replaceable links. Although existing MRFs can provide life safety during a design level earthquake, they are expected to sustain significant damage at the locations of flexural yielding fuses in the beams. The design of the fuse is also interlinked with the design of the beam, often resulting in over-design. These drawbacks can be mitigated by introducing replaceable links at the locations of expected inelastic action.Four full-scale beam-to-column subassemblages with two link types were tested under cyclic loading: (i) double channels with bolted web connections, (ii) W-sections with bolted end plate connections. The experiments demonstrated that MRFs with replaceable links can provide strength and ductility equivalent to existing MRFs. Finite element models were then developed to capture the observed experimental responses, including local buckling, bolt slipping, and bolt bearing. Finally, preliminary design guidelines were proposed.
This research focuses on safety assessment of steel special moment-resisting frames (SMFs). Moment-resisting frames are one common type of lateral load-resisting systems that have been used in steel buildings for almost 5 decades. After the 1994 Northridge earthquake, the reduced beam section (RBS) connection was introduced and widely recognized as one of the prequalified beam-to-column connections for use in a structural steel special moment-resisting frame. In this study, W14 and W24 column sections were used in the moment-resisting frame designs with the RBS connection to further compare their seismic performances. Moreover, the deflection amplification factors, Cd = 5.5 and Cd = 8, were also utilized in the designs of the special SMF. Briefly, a total of 12 special SMF structures were developed, and were divided into 3 groups: 5-story, 10-story, and 15-story. Each group contained 4 structures, such that two designs of W14 and W24 columns where Cd equaled 5.5 and another two designs of the same column depths where Cd equaled 8. The nonlinear analyses, nonlinear static and nonlinear dynamic analysis, were later implemented to assess the collapse performance of these 12 archetypes. The nonlinear static analysis was used to determine system overstrength and ductility, and the nonlinear dynamic analysis was performed to obtain median collapse intensity and collapse margin ratio of archetypes. Finally, an appropriate Cd factor was determined according to the height of archetype, and the comparison of seismic performances of W24 and W14 column sections was evaluated.
Structures are built where active faults may be in close proximity. The probability of collapse of a 4-story low-rise building with perimeter SC-MRFs subjected to near-field ground motions was studied and compared to the results for far-field ground motions. IDA are performed using an ensemble of 56 near-field ground motions. The results show that the SC-MRF built close to active faults has less collapse resistance in contrast to the one built in seismic zones away from active faults. The structure has larger spectral acceleration for near-field ground motions than far-field ground motions at the fundamental period, leading to excessive inelastic deformations that cause structure collapse earlier. The results obtained, however, show that an acceptable margin against collapse is still achieved and therefore indicate a potential for an SC-MRF to be used in seismic zones with active near-field faults.