Figure 5 - uploaded by Xin Qian
Content may be subject to copyright.
Typical welded and bolted versions of the new gusset plate moment connection (see online version for colours)  

Typical welded and bolted versions of the new gusset plate moment connection (see online version for colours)  

Similar publications

Conference Paper
Full-text available
ABSTRACT: The latest developments in steel shear walls (SSW) are a clear indication about the effectiveness and practical applicability of systems consisting of steel frames and thin infill plates. One of the main factors defining the behaviour of such systems is the type of connection between the frame and the infill plate. The estimation of this...
Article
Full-text available
This paper presents a new type of double-steel-plate shear wall. Through the finite element software, the stress and plastic strain of steel plate and concrete in different loading stages of the wall are analyzed, the mechanical properties and failure rules of the wall are revealed, and the failure mechanism of the wall is obtained. The comparison...
Thesis
Full-text available
Traditional architecture made of timber-framed masonry (TFM) system is widespread around the world and has already been recognized as a unique cultural heritage to be preserved. These structures have shown a good seismic performance compared to other typologies because their configuration and construction details were constantly updated as soon as...

Citations

... Our objectives were to eliminate the costly CJP field-welds and their field inspection, to maximize the economy of the steel plate shear wall system by reducing the cost of fabrication of the beam-to-column connections, which are not the primary components of the steel shear wall systems. Based on our inelastic finite element analyses -some of the results presented later in this paper --both bolted and welded versions of the new proposed gusset plate moment connections displayed sufficient strength, stiffness, and rotational ductility with a clear yielding zone in the gusset plate (Qian and Astaneh-Asl, 2016b). It was also found that there is great flexibility in fine-tuning the rotational stiffness and bending strength of the gusset plate by changing its geometry (i.e. ...
... Modifications of the design procedure, which worked well for the shallow girders used in the new high-performance steel shear wall system under development by the authors (Qian & Astaneh-Asl, 2016b), seems necessary to apply to deeper beam sections used in moment frames. ...
... Application of the New Gusset Plate Moment Connection (GPMC) in the new high performance steel shear wall system developed by(Qian & Astaneh-Asl, 2016b) ...
Conference Paper
Full-text available
This paper summarizes the development of a new economical and high-performance steel moment connection for use in highly seismic areas. The behavior and geometry of the proposed connection make it well-suited to be used in steel and composite special ductile moment frames, special steel shear walls and dual systems of moment frames plus special concentrically braced frames, as well as in resisting wind and gravity loads. In the proposed gusset plate moment connection, the beam is cut short to leave a distance from the column face, where, yielding and plastic hinge formation are expected to occur primarily due to in-plane yielding of the gusset plate. With proper proportioning and detailing, the beam and column are expected to remain elastic during the cyclic loading and yielding occurs only in the gusset plate. No, or minimum continuity plates or doubler-plates will be required for the column panel zone. Also, by using gusset plate as the inelastic "fuse" element, independent of the beam, "strong-column, weak-beam" criterion is no longer necessary. Extensive nonlinear finite element analyses of the proposed new connection were conducted to study the effects of various geometric and material parameters on the monotonic and cyclic behavior of the proposed connection, including the welded and bolted versions of gusset-to-column connections, shape and thickness of the gusset plate, and the free gusset plate length. The paper also discusses the development of performance criteria and interim design procedures for this new connection. The performance of the proposed connection using various grades of steel, including the "low-yield" steel is also investigated and summarized in this paper.
Article
Full-text available
Observations of past earthquakes as well as numerical and experimental studies have confirmed the acceptable performance of Steel Plate Shear Walls (SPSW). Although the SPSW has a number of advantages, it has two major flaws: low elastic-buckling capacity of the infill plate and significant stresses generated by the infill plate on the boundary columns. There are some techniques to overcome these shortcomings. Among them, using the semi-supported SPSW is the most effective one. However, the weak point of this system is the reduction of stiffness and strength of the system in comparison with the conventional SPSW. To resolve this issue, an innovative four-layer semi-supported SPSW has been introduced recently. The system is composed up of the main frame, secondary columns, two corrugated infill plates, and two flat infill plates. Since there is no connection between the infill plates and the mainframe, there is no stress transmission from plates to columns. This fact, in turn, reduces the ductility demand. As a result of the combination of the corrugated and flat plates, the buckling capacity of the wall increases nearly up to the yielding point. This results in a more cost-effective system. The current study presents the results of a comprehensive numerical study to investigate the effect of plate thickness, wall length, and aspect ratio on the behavior of this system under the monotonic lateral load. To obtain the pushover curves, the finite element (FE) software package ABAQUS was utilized. The findings showed that, as the aspect ratio of the wall increases, the wall capacity increases and exceeds the capacity of the frame. Furthermore, the relevant equations for achieving the pushover curve were proposed without the need for FE simulation. Finally, the results showed a good match between the FE results and the intended relations.
Chapter
This keynote speech focuses on cyclic behavior and seismic design of steel and composite shear walls, two efficient and ductile lateral force resisting systems. First, a summary of types of steel shear walls and their seismic performance are presented. Then, recent advances on the unstiffened steel plate shear walls are discussed. Unstiffened steel plate shear walls have been studied, and their design procedures are currently in most seismic design codes. However, their use has been quite limited. The main reason is that in the current unstiffened steel plate shear walls, included in the seismic codes, such as the North American specifications and the Eurocode, quite large lateral forces are applied to the boundary columns creating significant bending moments in the columns. The other reason for reluctance in using the existing steel plate shear wall is the very high cost of the field-welded moment connections that are currently used in this system. The keynote speech will discuss innovative systems developed in recent years to eliminate both problems. The second part of the keynote speech will focus on the steel-concrete composite systems. Available cyclic tests are briefly summarized, and recent developments and innovative systems will be discussed.KeywordsSteel structuresSeismic designSteel shear wallsComposite shear wallsInnovative systems
Article
The main problems of steel plate shear walls in current studies can be grouped into two categories: the unexpected bulky column or column failure in fully connected steel plate shear walls (FCSPSWs), and the low shear capacity in steel plate shear walls attached to the beam only (BOSPSW). Therefore, a partially connected steel plate shear wall with vertical square tube stiffeners (PCSPSW‐VSTS) is proposed in this work. There are three contribution points. Firstly, flexural stiffness thresholds of beams for BOSPSW and PCSPSW‐VSTS are proposed to ensure the uniform partial tension fields in the infill plates. Secondly, theoretical models of tension field inclination angles in BOSPSW and PCSPSW‐VSTS are proposed. Comparison results using proposed theoretical models, experiments, and simulations indicate that the proposed equations for the inclination angle can accurately predict the direction of principal tension stress for BOSPSW and PCSPSW‐VSTS. Thirdly, the shear capacity theoretical model of PCSPSW‐VSTS is proposed, which agrees well with experimental and numerical results. Besides, parametric studies of PCSPSW‐VSTS are conducted to investigate energy dissipation behavior and the effect of various stiffeners, which show that the square tube stiffener is efficient and economical, and the behavior of PCSPSW‐VSTS is better than that of FCSPSW in terms of shear capacity and energy dissipation. The proposed theoretical models can be adopted to develop the performance‐based seismic design of BOSPSW and PCSPSW‐VSTS. The proposed theoretical models avoid the simulation, the experiment, and the complicated solution of governing equations, which are suitable for designing buildings with SPSW in high‐intensity areas.
Article
This research project aims to propose an innovative analytical method to evaluate steel plate shear wall with partial length connection to vertical boundary element which lacks the connection at the middle height of VBE. In this type of steel shear walls, reducing the length of the connection between infill and vertical boundary element results in a reduction in the flexure and stiffness demand on the vertical boundary elements. Pushover loading was carried out on four small-scale designed test specimens so as to investigate the quality of tension field formation in web plate by changing not connected length ratio. Then numerical model was employed to develop comprehensive study on web plate stress state due to the formation of tension field by changing not connected length ratio. Firstly, the formation of parallel tension strips in the infill plate of the steel shear wall with different partial length connections to vertical boundary elements in specified range of lack of connection was confirmed. Based on aforementioned experimental and numerical study evidence, governing equations have been developed for this analytical solution, including panel shear strength, tension field inclination angle and minimum stiffness requirements in vertical boundary elements.
Article
Full-text available
In this study, High Performance Steel Plate Shear Wall (HPSPSW) were properly determined using numerical and paramedical approaches. The properties of HPSPSW and LYP (Low Yield Point) steel (LHPSPSW) were measured. In so doing, 27 numerical models were analyzed and evaluated. The numerical results indicated that the SPSW has a higher stiffness, ultimate strength, and energy absorption than HPSPSW. Also, it was shown that LHPSPSW exhibits higher properties compared to SPSW and HPSPSW in both elastic and inelastic zones. It was also concluded that using LYP in HPSPSW enhances the seismic parameters of the system (stiffness, energy absorption, ultimate strength).
Article
Steel Plate Shear Wall (SPSW) has a good ductility, high strength and stiffness, and considerable energy absorption capability. These advantages have been confirmed in experimental and numerical studies. Despite the mentioned advantages, needing to use of huge columns surround of infill plate is the main limitation of SPSWs. Although High Performance Steel Plate Shear Wall (HSPSW) has solved the shortcoming of the SPSW, there are some unknowns about this systems. It is expected that HSPSW system be more economical than other resisting systems due to easy in fabrication, elimination of the CJP field welds, elimination of stress transfer from infill plate to main columns and no needing to huge main columns, higher modification factor. Comparing the analysis results of the HPSPSW and SPSW systems indicated that the HPSPSW has a desirable stiffness, ductility, and energy absorption when its length to height is more than 1.5. In addition, the HPSPSW system has only 2 to 5% ultimate lateral strength lower than SPSW. The modification factor for the systems were calculated that the average value of 6.67 and 8.64 was obtained for SPSW and HPSPSW, respectively. Therefore, the modification factor equals to 8.5 is suggested for the HPSPSW.
Chapter
The steel shear walls are one of the most resilient lateral force resisting systems. In a typical steel shear wall, a steel panel is welded or bolted to columns and beams. The steel plate can be unstiffened or stiffened. The steel panel resists the bulk of the story shear force, and the entire shear wall system resists the overturning moment. In stiffened shear walls, the stiffeners are usually designed to prevent diagonal buckling of relatively thin steel plate until the plate yields in shear. In unstiffened shear walls, diagonal buckling occurs under relatively small story shear, and after buckling, the additional story shear is resisted by the diagonal tension field action in the steel panel similar to plate girders. The chapter introduces the reader to the mechanics, behavior, and design of various types and configurations of steel shear walls, and how actual steel plate shear wall buildings have performed during the earthquakes. Design considerations, modeling technics, and analytical approaches for analysis and design of steel shear walls are discussed. Two issues that somewhat reduces the cost-efficiency of the unstiffened steel shear walls are (1) the application of relatively large lateral forces to the boundary columns due to tension field action, and (2) the use of relatively expensive field welded moment connections in the boundary beams. A new steel shear wall system called High-Performance Steel Plate Shear Wall System resolves both of these issues by separating the steel plate from the column and by using an innovative gusset plate moment connection. Another innovative system resolves the problem of column subjected to large lateral loads by introducing vertical slits in the steel panel.