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

Oh, Keunyeong; Li, Rui; Chen, Liuyi; Hong, Sung-Bin; Lee, Kangmin

doi:10.1007/s13296-014-3004-y

Cited by 42 publications

(6 citation statements)

References 14 publications

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“…In order to ensure a representative numerical model, previous calibration of the numerical model was performed based on the experimental research conducted by Oh et al [22]. Figure 7 shows the mesh, and Figure 8 shows the equivalent stress at the end of the 5% rad cycle.…”

Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

“…The calibration hysteresis curve was compared with three specimens tested al. [22], obtaining an acceptable adjustment between the numerical model an mental specimens. Figure 9 shows the results of the numerical model for specim The calibration hysteresis curve was compared with three specimens tested b al.…”

Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

“…Figure 9 shows the results of the numerical model for specim The calibration hysteresis curve was compared with three specimens tested b al. [22], obtaining an acceptable adjustment between the numerical model and mental specimens. Figure 9 shows the results of the numerical model for specime The calibration hysteresis curve was compared with three specimens tested by Oh et al [22], obtaining an acceptable adjustment between the numerical model and experimental specimens.…”

Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

“…Oh et al [22] conducted a study on the performance of three column-tree specimens, each with different plate thicknesses and bolt quantities, under the AISC 341 [23] qualification loading protocol. The connections were designed to have a strength of 95% of the beam plastic moment Mp for several intended failure mechanisms: bolt slip (CT), bolt bearing (CT-B), and plate yielding (CT-R).…”

Section: Introductionmentioning

confidence: 99%

“…The study's results successfully showed that the plastic strain is concentrated at the splice plates, which decreases damage to the beam and column. Karami et al [26] expanded on Oh's [22] research by using numerical nonlinear models to add three instances where the reduced strength connection type CT-R was located at various distances from the column. The findings revealed that the connection's ultimate strength is not affected by its position.…”

Section: Introductionmentioning

confidence: 99%

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Cyclic Behavior of the Column-Tree Moment Connection with Weakened Plates: A Numerical Approach

Matthews,

Núñez

2023

Buildings

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The use of column-tree connections is common in controlled shop environments due to their cost-effectiveness in achieving ductile welds. Field bolts are also easy to install and inspect. However, there is currently no prequalification available for these connections, their performance is not fully understood, and the cost of aftermath repairs is still a major concern for owners. In this research, analytical and numerical studies were performed to assess the cyclic behavior considering the effects of the bolted splice location, bolt slippage, and splice plate thickness. Fourteen numerical models using the finite element method in ANSYS software were analyzed to evaluate the nonlinear behavior of moment connection configurations in terms of the strength, stiffness, ductility, energy dissipation, and overall cyclic response. The results showed that appropriately proportioned bolted splice connections can meet the requirements for prequalified moment connections. The models complied with the criteria established in AISC 358 and achieved flexural resistance that was higher than 80% of the beam plastic moment at 4% of the interstory drift ratio. The weakened plates concentrated the inelastic action, which allowed us to prevent the brittle behavior and damage to the column, welding, and other components of the moment connection. Complex geometries or specially fabricated parts were not required, providing a cost-effective way to control seismic-related damage. Also, required repairs are based on the replacement of standard parts, reducing operational detentions in facilities. Finally, the moment connection studied is classified as partially restrained (PR) according to the requirements established in AISC 360.

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Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

Section: Previous Calibration Of the Numerical Modelmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Cyclic Behavior of the Column-Tree Moment Connection with Weakened Plates: A Numerical Approach

Matthews,

Núñez

2023

Buildings

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Seismic performance of the cantilever segment in prefabricated stepped beam–column joints

Li,

An,

Cheng

et al. 2024

Structural Design Tall Build

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The seismic performance and construction speed of the prefabricated steel structures are greatly influenced by the configuration of the beam–column joints. The stepped beam–column joint proposed in this paper, featuring with flush surfaces on both the upper and lower beam flanges, was designed to satisfy the requirements of favorable seismic resistance and high installation efficiency. Notably, the junction between the stepped cantilever segment and the stepped beam segment is crucial in the stepped joint. Therefore, cyclic loading tests were conducted on two cantilever specimens with different connection forms to determine their seismic behavior and failure modes. The experimental results indicated that the connection forms have a minor effect on the elastic phase behavior. However, a significant influence was observed on the ultimate load‐bearing capacity and energy dissipation. The result also indicated that the specimen with a thicker end plate exhibited excellent seismic performance, with favorable load‐bearing and plastic deformation capacity. The seismic performance of the joint specimen with U‐shaped latch was inferior, with the welding seam on the flange connected to the end plate tearing prematurely due to the stress concentration. Besides, elaborate finite element models were established, which were confirmed by the test results. Finally, parametric analysis considering the effect of end plate thickness was conducted, and the bolts' forces during the loading progress on the connection surfaces were analyzed. The result indicated that the joint's load‐bearing capacity and stiffness would decrease with the reduction of end plate thickness.

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Seismic Performance of Column-Tree Moment Connections with Slit Dampers

Hao

et al. 2022

KSCE Journal of Civil Engineering

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

Cited by 42 publications

References 14 publications

Cyclic Behavior of the Column-Tree Moment Connection with Weakened Plates: A Numerical Approach

Cyclic Behavior of the Column-Tree Moment Connection with Weakened Plates: A Numerical Approach

Seismic performance of the cantilever segment in prefabricated stepped beam–column joints

Seismic Performance of Column-Tree Moment Connections with Slit Dampers

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