Steel Semirigid Column–Tree Moment Resisting Frame Seismic Behavior

McMullin, Kurt M.; Astaneh‐Asl, Abolhassan

doi:10.1061/(asce)0733-9445(2003)129:9(1243)

Cited by 35 publications

(13 citation statements)

References 2 publications

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“…Regarding the simulation of bolt performance, it is known [19,22] that slip resistance in real joints will have degraded significantly after a few loading cycles, mainly due to the reduction in the frictional coefficient and clamping forces. To account for this effect in both the monotonic and cyclic analyses the FE modeling methodology assumes that there is a constant 50% reduction from the first cycle in the design pretension force (0.7 times the tensile strength of bolts).…”

Section: Fe Modeling Methodologymentioning

confidence: 99%

“…The rigidity is needed to provide adequate lateral stiffness in the unbraced frame. Later flexibility from inelasticity and bolt slip helps to produce a joint detailing for a stable and ductile hysteresis response under cyclic loading [19][20][21][22]. One can design the joint slip resistance and the size of the bolt holes for a balance point to achieve sufficient rigidity and ductility for structures.…”

Section: Fracturesmentioning

confidence: 99%

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Detailing of I-beam-to-CHS column joints with external diaphragm plates for seismic actions

Sabbagh

Chan

Mottram

2013

Journal of Constructional Steel Research

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Section: Fe Modeling Methodologymentioning

confidence: 99%

Section: Fracturesmentioning

confidence: 99%

Detailing of I-beam-to-CHS column joints with external diaphragm plates for seismic actions

Sabbagh

Chan

Mottram

2013

Journal of Constructional Steel Research

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“…Thus slippage of bolts is a very reliable source of inelasticity and energy dissipation in steel structures (McMullin, 2003). If bolt slip occurs under service load, it may create problems with the serviceability of the structure and cause cracking of the brittle non-structural elements.…”

Section: Design Concept Of Weakened Beam Splicementioning

confidence: 99%

Cyclic testing of steel column-tree moment connections with weakened beam splices

Chen

et al. 2014

Int J Steel Struct

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Traditionally, the beam splice assemblies of column-tree connections are designed according to the full-strength design principle. Actually, the beam splice is set up at a certain distance from the column face, thus the plastic moment capacity of the beam splice does not need to be greater than the plastic moment capacity of the beam. This paper experimentally presents the effects of the weakened beam splice on the seismic performance of column-tree steel moment connections. Cyclic tests of two column-tree connection specimens with weakened beam splices and one specimen following the full-strength design principle were conducted to verify their inelastic behavior and failure modes. The test results showed that the moment resisting capacity of the column-tree connection specimens with weakened beam splices did not obviously decrease. Also, their energy dissipation capacity was better than that of the specimen following the full-strength design principle.

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“…The connection avoids field welding, reduces beam damage, and eliminates residual drift, but increases the difficulty of installation due to its complex details. As for reinforced connections, a variety of methods have been used to reinforce connections in hopes of achieving large cyclic plastic rotations before connection failure happens [11][12][13]. While promising better performance, the reinforced connections have also experienced failures in laboratory tests, and introduce potential new problems.…”

Section: Introductionmentioning

confidence: 99%

Study on an Innovative Flange Bolted-Welded Connection

Jiao¹,

Zhao²

2015

TOMEJ

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This paper proposes a new type of spliced joint, named flange bolted-welded hybrid joint, which is designed to splice I-shape beam to facilitate the construction of industrialized buildings. The flange, welded with the bottom beam flange as well as the web close to bottom flange, are jointed by high strength bolts. Stiffening plate is welded at top of the flange while downhand welding and high strength friction grip bolts are used for the top beam flange and the beam web, respectively. The connection reduces the construction period and costs. In this paper, monotonic and reversed cyclic loading tests were conducted on three full-scale specimens of this innovative joint to investigate its load-bearing capacity, energy-dissipating capacity and failure modes. The results indicate that the joint has high load-bearing capacity and great ductility. The failure mode is due to the slippage of flange bolts as well as the gap development between the two flange plates. The experimental studies enabled improvement of the design of the connection to be used in moment-resisting steel frame structures.

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Steel Semirigid Column–Tree Moment Resisting Frame Seismic Behavior

Cited by 35 publications

References 2 publications

Detailing of I-beam-to-CHS column joints with external diaphragm plates for seismic actions

Detailing of I-beam-to-CHS column joints with external diaphragm plates for seismic actions

Cyclic testing of steel column-tree moment connections with weakened beam splices

Study on an Innovative Flange Bolted-Welded Connection

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