Parametric Collapse Evaluation of Steel Moment Resisting Frames with Fuse Connections PDF Download
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Author: Joseph Gilroy
Publisher:
ISBN:
Category :
Languages : en
Pages : 0
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Book Description
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
Author: Joseph Gilroy
Publisher:
ISBN:
Category :
Languages : en
Pages : 0
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Book Description
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
Author: Ahmed Elkady
Publisher:
ISBN:
Category :
Languages : en
Pages :
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"In the context of Performance-Based Earthquake Engineering, there is an increasing need to quantify the collapse resistance of frame buildings under severe ground-motion shaking. The primary objective of this thesis is to advance, through experimental and analytical research, knowledge on the collapse risk assessment of steel frame buildings with steel moment-resisting frames (MRFs) designed in highly seismic regions in North America. Emphasis is placed on the characterization of the steel column hysteretic behaviour as well as the composite floor action and the destabilizing effects of the gravity framing system of steel frame buildings with steel MRFs. The dynamic stability of beam-columns that utilize deep and slender wide-flange cross sections is investigated through full-scale experimental testing. Some of the unique features of the experimental program involve realistic boundary conditions, unidirectional and bidirectional lateral loading and the use of various types of lateral loading protocols. The experimental data provide insight on the damage progression and deteriorating mechanisms observed in wide-flange beam-columns. The hysteretic behaviour of a wide range of cross-sections is further evaluated through a corroborating finite element (FE) parametric study. The findings of the coordinated experimental and analytical research are used to proposed recommendations for the seismic design of steel beam-columns in steel MRFs. A comprehensive system-level analytical study is then conducted in order to evaluate the collapse risk of steel frame buildings with special moment-resisting frames (SMFs) as per ASCE (2010) and Type D Ductile steel MRFs per NBCC (2010). The contributions of the composite floor slab and the gravity framing system are included in the analytical model representations of the steel frame buildings. These contributions have been historically ignored in prior analytical studies. In that respect, a practical approach is developed for modeling (a) the non-symmetric hysteretic behaviour of composite steel beams and panel zones as part of fully-restrained beam-to-column connections; and (b) the hysteretic behaviour of steel beams as part of conventional single-plate shear-tab beam-to-column connections. The collapse risk of typical steel frame buildings with steel MRFs is evaluated based on advanced collapse metrics such as the mean annual frequency of collapse. Based on the findings of the comprehensive system-level analytical study, the strong-column/weak-beam ratio that is typically used in the seismic design of steel MRFs is re-assessed such that a uniform probability of collapse can be achieved over the life expectancy of the steel frame buildings. A new definition of system overstrength (i.e., dynamic overstrength factor) is also proposed." --
Author: Federico Mazzolani
Publisher: CRC Press
ISBN: 9780415235778
Category : Technology & Engineering
Languages : en
Pages : 686
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Book Description
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.
Author: SAC Joint Venture. Guidelines Development Committee
Publisher:
ISBN:
Category : Building, Iron and steel
Languages : en
Pages : 260
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Author:
Publisher:
ISBN:
Category :
Languages : en
Pages : 330
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Author:
Publisher:
ISBN:
Category :
Languages : en
Pages :
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Author: Yunlu Shen
Publisher:
ISBN: 9780494589557
Category :
Languages : en
Pages : 416
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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.
Author: Konstantinos Skliros
Publisher:
ISBN:
Category :
Languages : en
Pages :
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Author: Omid Ahmadi
Publisher:
ISBN: 9781369338256
Category :
Languages : en
Pages : 242
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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.
Author: Pedro Pablo Rojas Cruz
Publisher:
ISBN:
Category : Damping (Mechanics)
Languages : en
Pages : 1216
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The scope of this study involved the development of a simplified method to predict the behavior of a steel PFDC and MRF systems with PFDCs. A design procedure for PFDC-MRF systems was then developed. The design procedure is a performance based design approach that relates structural limit states to different seismic hazard levels.
