Static and Cyclic Performance of Semirigid Steel Beam‐to‐Column Connections

Azizinamini, Atorod; Radziminski, J.B.

doi:10.1061/(asce)0733-9445(1989)115:12(2979)

Cited by 90 publications

(53 citation statements)

References 6 publications

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“…The reduction of stiffness and strength of the components was based on the reduction of structural steel at elevated according to EC3: Part 1.2 as shown in Table 1. However, the reduction of bolt stiffness and capacity is based on recommendations presented by Kirby [5] using Equation (8) to Equation (10). If…”

Section: Degradation Of the Joint's Characteristics At Elevated Tempementioning

confidence: 99%

“…In this part, the stiffness of each connection components that is necessary for calculation of Equation (4) is presented [7][8][9][10]. …”

Section: Initial Stiffness Of Components At Elevated Temperaturementioning

confidence: 99%

“…In order to confirm and evaluate the accuracy of the spring-stiffness model under the fire conditions, four samples of the angle connection with bolts are used by experimental report, presented by Saedi Daryan et al [6][7][8][9][10][11][12][13][14] u b f (56)…”

Section: Accuracy Calibration Of the Proposed Modelmentioning

confidence: 99%

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The Simple Model for Bolted Connections in Fire

Yahyai¹,

Behzadpoori²,

Daryan³

et al. 2011

ENG

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Recent structural collapses caused by fire have focused attention on research concerning fire safety in building design. Steel connections are an important component of any structural steel building as they provide links between the principal structural members. Considering the importance of this matter this paper describes a spring-stiffness model developed to predict the behavior of bolted angle connections bare-steel joints at elevated temperature. The joint components are considered as springs with predefined mechanical properties i.e. stiffness and strength. The elevated temperature joint's response can be predicted by assembling the stiffness of the components which are assumed to degrade with increasing temperature based on the recommendations presented in the design parameters code. Comparison of the results from the model with existing experimental data showed good agreement. The proposed model can be easily modified to describe the elevated temperature behavior of other types of joint as well as joints under large rotations.

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Section: Degradation Of the Joint's Characteristics At Elevated Tempementioning

confidence: 99%

“…In this part, the stiffness of each connection components that is necessary for calculation of Equation (4) is presented [7][8][9][10]. …”

Section: Initial Stiffness Of Components At Elevated Temperaturementioning

confidence: 99%

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The Simple Model for Bolted Connections in Fire

Yahyai¹,

Behzadpoori²,

Daryan³

et al. 2011

ENG

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show abstract

“…Most of experimental studies mentioned above have been focused on performance of SPSW test specimens with the moment resisting (rigid) connections between the boundary elements. There are also some studies examined seismic behaviors of steel frames with semi-rigid beam-column connections [24][25][26][27]. In SPSW systems, boundary elements with rigid beam-column connections require the use of larger structural sections to be capable of resisting the induced flexural demand.…”

Section: Introductionmentioning

confidence: 99%

Effects of Aspect Ratio and Plate Thickness on the Behavior of Unstiffened Steel-Plate Shear Walls with Pinned and Rigid Connections

Abdi¹,

Yazdi²

2018

CivileJournal

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Unstiffened steel plate shear walls (SPSWs) have been in use mostly in recent years. In this numerical study, the buckling behavior of a single-storey single-bay unstiffened SPSW with two pinned and rigid beam-column connections under lateral loading is investigated. The SPSW had different wall aspect ratios (L/h=1, 1.5, 2, 2.5, and 3) and infill plate thicknesses (tw= 3, 5, and 7 mm). Their effect on the buckling behavior of SPSW was examined using buckling analysis in ABAQUS software. Results indicated that with the increase of infill plate thickness, the lateral resistance of unstiffened SPSW system increases, but by increasing wall aspect ratio, its resistance decreases. In both connection designs, the model with L/ h=1 (square-shaped model) showed better ductility and higher stiffness and strength in all three thicknesses. Maximum shear stress responses of SPSW models showed that in pinned design with L/h=1, the most change in shear stress values was 8% when infill plate thickness reached from 5 to 7 mm; while for rigid connection, it was reported as 7% when it increased from 3 to 5 mm. This indicates that in rigid connection, increasing the infill plate thickness has less effect on the increase of lateral resistance. By examining the performance of rigid and pinned beam-to-column connections with different wall aspect ratio and infill plate thickness, it was found out that maximum shear stress in rigid connection increased by 11% compared to pin connection. It was concluded that an optimum unstiffened SPSW model had a wall aspect ratio of 1 and infill plate thickness of 7 mm.

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“…The seismic behaviour of steel frames with semi-rigid beam-column connections has been widely studied in the past [16]- [20]. Azizinamini and Radziminski [16], Elnashai and Elghazouli [17] and Kishi et al [18] verified that semi-rigid frames possess excellent ductility and stable hysteretic behaviour. Bernuzzi et al [19] demonstrated that semi-rigid connections have adequate energy dissipation capacity.…”

Section: Introductionmentioning

confidence: 99%

Behaviour of Semi-Rigid Steel Frames With Steel Plate Shear Walls

Yu¹,

Hao²

2016

Volume 12 Number 2

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This paper describes an investigation on the seismic behaviour of a new lateral resistance system which combines semi-rigid steel frames (SRSFs) with steel plate shear walls (SPSWs). A laboratory test, including two 1/3-scale one-bay, two-storey SRSFs with SPSWs, was conducted to study the influence of the stiffeners on SPSWs and the stiffness of beam-column connections. The results indicate that the new system inherits the merits both of SRSFs and SPSWs. It exhibits excellent seismic performance in terms of load carrying capacity, ductility, stiffness and energy dissipation. The stiffeners on SPSWs not only effectively reduce the forces taken by beams and columns but also improve the overall cyclic performance of structural systems. Moreover, they increase the initial stiffness and buckling load capacity of SPSWs especially. Further, the finite element analysis method was adopted for parametric study of the influence of connection stiffness and stiffener rigidity on the behaviour of SRSF-SPSW. It demonstrates that the SPSW in the proposed structural system undertakes 70%-80% of overall lateral load. The influence of connection stiffness on the load carrying capacity depends on the stiffness of columns and thickness of infill plates. This influence is enlarged with increasing stiffness of columns and reducing thickness of infill plates. The load carrying capacity of a structural system is increased by 42.2% when connections are changed from pin to rigid. Generally, this research provides a basis for engineering application and theoretical analysis of the SRSF-SPSW structural system.

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Static and Cyclic Performance of Semirigid Steel Beam‐to‐Column Connections

Cited by 90 publications

References 6 publications

The Simple Model for Bolted Connections in Fire

The Simple Model for Bolted Connections in Fire

Effects of Aspect Ratio and Plate Thickness on the Behavior of Unstiffened Steel-Plate Shear Walls with Pinned and Rigid Connections

Behaviour of Semi-Rigid Steel Frames With Steel Plate Shear Walls

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