Behavior of Extended End-Plate Moment Connections Subject to Cyclic Loading

Sumner, Emmett A.; Murray, Thomas M.

doi:10.1061/(asce)0733-9445(2002)128:4(501)

Cited by 109 publications

(46 citation statements)

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“…The allocated moment connection for the LCF system is bolted unstiffened extended end-plate connection. Therefore, the material's flexural behavior of the link beams and yielding flexural beams are as their connections, and they are calibrated by the experiments of Sumner and Murray [28]. To consider the degradation effects in flexural behavior model, the fatigue model is combined with the flexural model.…”

Section: Structure Modelingmentioning

confidence: 99%

Performance-Based Seismic Design and Parametric Assessment of Linked Column Frame System

Shoeibi

Kafi

Gholhaki

2018

Period. Polytech. Civil Eng.

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IntroductionIn seismic load-resisting systems, there are always members which dissipate the seismic energy by inelastic behavior. Residual deformation and damage due to the inelastic behavior in ductile members, necessitates their replacement in order to return the building to occupancy. The time and cost of repairs depend on the number and layout these members in the structure. In conventional seismic load-resisting systems, such as moment resisting frame or braced frame, repairing and returning the building to occupancy is a costly and time-consuming process because of the large number of the damaged members or their role in bearing gravity loads. Therefore, various systems are proposed in order to be repaired easily and return the buildings to occupancy rapidly. Buckling-restrained braces [1-4], self-centering structural systems [5][6][7] and linked column frame [8] are examples of such systems.Linked column frame (LCF) is one of the most recently load-resisting systems proposed by Dusicka et al. [8] which uses conventional components to limit the seismic damage to relatively easy replaceable elements. This seismic load-resisting system, which applies the ductile link beam as a fuse member with shear behavior, leads to prevention or reduction of damage in main structural members in all hazard levels. Limiting the damage to the replaceable shear fuse members reduces the time and cost of repairs, and returns the buildings to occupancy rapidly in this system. There are three ideal performance objectives for LCF system; Immediate Occupancy (IO) with elastic behavior in low earthquake event, Rapid Return to occupancy (RR) with inelastic behavior of link beam in moderate earthquake event and Collapse Prevention (CP) with inelastic behavior of link beams and moment beams in very large earthquake event. The hybrid test results [9] show the proper behavior of this system in these three performance objectives.A code-based seismic design procedure for this system has been introduced by Malakoutian et al. [10]. The design parameters of this system such as response modification factor (R), system overstrength factor (Ω 0 ) and deflection amplification factor (C d ) are obtained by Malakoutian et al. [11] as well. This is an elastic force-based method, but proposes an equation based

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Section: Structure Modelingmentioning

confidence: 99%

Performance-Based Seismic Design and Parametric Assessment of Linked Column Frame System

Shoeibi

Kafi

Gholhaki

2018

Period. Polytech. Civil Eng.

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“…Thus, connections for IMFs are mod- As part of the SAC Steel Project (Gupta and Krawinkler, 1999), a research program to investigate the design and behavior of extended end-plate moment connections under cyclic loading and a validation study utilizing the finite element method were conducted at Virginia Polytechnic Institute and State University (Sumner and Murray, 2002).…”

Section: Beam and Column Modelsmentioning

confidence: 99%

Seismic response evaluation of the linked column frame system

Malakoutian

Berman

Dusicka

2012

Earthq Engng Struct Dyn

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SEISMIC RESPONSE EVALUATION OF THE LINKED COLUMN FRAME SYSTEM Mohammad MalakoutianChair of the Supervisory Committee:Professor Jeffrey W. Berman Civil and Environmental EngineeringThe Linked Column Frame system (LCF) is a new structural steel frame system capable of achieving enhanced seismic performance and safely providing continued occupancy of buildings impacted by moderate earthquake events. The LCF consists of two components: a primary lateral system, denoted the linked column, which is made up of dual columns interconnected with replaceable link beams; and a secondary moment frame lateral/gravity system that is a flexible moment resisting frame with beams having fully restrained connections at one end and simple connections at the other.The linked columns are designed to limit seismic forces and provide energy dissipation through yielding of the links, while preventing damage to the moment frame under certain earthquake hazard levels. A design procedure is proposed that ensures the links of the linked column yield at a significantly lower story drift than the beams of the moment frame, enabling design of this system for two distinct performance states: rapid repair, where only link damage occurs and relatively quick link replacement is possible; and collapse prevention, where both the linked column and moment frame may be damaged.Nonlinear dynamic analyses of prototype buildings were conducted using OpenSees and the results identified how the system's parameters impact the ability of the LCF to achieve the performance objectives and the adequacy of the proposed design procedure. It was found that in general the LCF system provides collapse prevention for longer return period events and enables rapid repair following earthquakes with shorter return periods.The seismic performance factors for the LCF system, including the response modification coefficient, R, the system overstrength factor, Ω 0 , and the deflection amplification factor (C d ) were established following recently established procedures described in FEMA P695 (2009). These parameters are necessary for inclusion of the system in the building codes.Finally, models were developed in support of the experimental validation of the system's performance being done using hybrid simulation at the Network for Earthquake Engineering Simulation Laboratory at the University of California, Berkeley. Using the modeling techniques developed here, the numerical portion of the hybrid simulation specimen has been developed and used to predict the experimental response. The experiments are being conducted by collaborators at Portland State University.

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“…They concluded that extended end-plate connection that are properly designed and detailed, can provide excellent ductility. Sumner [8] showed that four-bolt stiffened connections need thinner end plates than four bolt unstiffened connections. According to their results, the four bolts extended unstiffened and the eight bolts extended stiffened end-plate moment connections can be used in seismic regions.…”

Section: Introductionmentioning

confidence: 99%

Cyclic Behavior of Bolted Extended End-Plate Moment Connections with Different Sizes of End Plate and Bolt Stiffened by a Rib Plate

Haghollahi

Jannesar

2018

CivileJournal

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This paper presents a numerical study on the behavior of prequalified Bolted Extended End Plate (BEEP) moment connections when are affected by cyclic loading. Specimens were six four-bolt extended end-plate connections consist of H-shaped columns and I-shaped beams with different geometry as well as different end-plate size and bolt diameter; three of them were stiffened by a triangular rib plate welded to the top and bottom of the beam flanges, and others remained unstiffened. They were modeled in ABAQUS software and their cyclic behavior was evaluated using finite element analysis. Responses of specimens were examined by presenting their equivalent plastic strain, stress distribution, and moment-rotation hysteretic curves. Results revealed that with the increase of beam height and inertia moment in equal story drift rotations, the reduction of connection strength occurred earlier due to the occurrence of local buckling in the beam web and flange after subjecting to cyclic loading. By comparing moment-rotation hysteretic responses of specimens, it was found out that in unstiffened BEEP connections with thinner end-plate, the use of single vertical rib stiffener can slightly improve their cyclic behavior, but in connections with thicker end plate, it showed no considerable effect. It was concluded that the BEEP connections whose dimensions are not based on the tenth code of the Iranian national building regulations, cannot satisfy the criteria of AISC seismic provisions for both special and intermediate steel moment frames, although they experienced no local beam web and flange buckling.

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Behavior of Extended End-Plate Moment Connections Subject to Cyclic Loading

Cited by 109 publications

References 1 publication

Performance-Based Seismic Design and Parametric Assessment of Linked Column Frame System

Performance-Based Seismic Design and Parametric Assessment of Linked Column Frame System

Seismic response evaluation of the linked column frame system

Cyclic Behavior of Bolted Extended End-Plate Moment Connections with Different Sizes of End Plate and Bolt Stiffened by a Rib Plate

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