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Post-Buckling Analysis of Steel Plate Shear Wall
Published in Farzad Hejazi, Hojjat Mohammadi Esfahani, Solving Complex Problems for Structures and Bridges Using ABAQUS Finite Element Package, 2021
Farzad Hejazi, Hojjat Mohammadi Esfahani
In this chapter, a simple two-story frame is considered which contained a steel plate shear wall at both levels as shown in Figure 9.2, and sections of structural members are shown in Figure 9.3. The frame is exposed to a uniform and incremental load produced by a hydraulic actuator in the left end of the top beam. Due to pushing of the actuator, the frame is deflected, and the steel plate (shear wall) is buckled. So, the main goal in this example is investigating buckling and post-buckling of steel plate under applied loads.
Study of shear lag effect in a hybrid structural system for high-rise buildings
Published in Alka Mahajan, B.A. Modi, Parul Patel, Technology Drivers: Engine for Growth, 2018
Deep Modi, Paresh V. Patel, Digesh Joshi
A G+60-story building located in Ahmedabad, India, with a hybrid structural system is considered in the study. The building has plan dimensions of 36 m × 36 m, as shown in Figure 2a. The typical story height (h) is taken as 3.6 m. The building has a diagrid on its periphery and an outrigger and belt truss system at the 31st and 32nd floors, as shown in Figure 2c. It has a steel plate shear wall in the core region of the building. Dead load and live load are considered as per IS875 (Part 1) and IS875 (Part 2), respectively (BIS, 1987a, 1987b). Wind load is considered as per IS875 (Part3) (BIS, 2015), and earthquake load is considered as per IS1893 (Part1) (BIS, 2002). The building is modeled and analyzed in ETABS software (Computers and Structures, Inc., Walnut Creek, CA, USA). A portion of the model of the hybrid structural system in ETABS is shown in Figure 2b. Linear static analysis of the building is carried out and the time period of the building is found to be 6.82 seconds, and maximum lateral displacement and maximum inter-story drift of the building are, respectively, 431.23 mm and 2.41 mm, which are within permissible limits.
Cyclic behavior of steel and composite shear wall systems
Published in Federico M. Mazzolani, Stessa 2003, 2018
In recent years, steel plate shear walls have become a viable lateral load resisting system and have been used in seismic retrofit of existing buildings as well as in design of new mid-rise and tall buildings (Astaneh-Asl, 2001). Figure 1 shows three common types of steel plate shear walls. In Figure 1(a), the steel plate shear wall is welded (or bolted) to the boundary elements in only one bay. The frame is a moment frame to form a “dual” system with the steel shear wall. Figure 1(b) shows a system where two steel shear walls are coupled using the horizontal coupling beams. Figure 1(c) shows an innovative system of steel shear walls developed and used by Skilling Ward Magnusson Barkshire, Civil and Structural Engineers in Seattle, USA. In this system, there are several very large concrete-filled steel tubes (CFT’s) to carry the bulk of gravity load. These large CFT columns are connected to horizontal beams and vertical non-gravity columns using special moment connections to form special ductile moment frame. Inside the frame, several bays are filled with steel plates to form a “dual” steel plate shear wall system. The system, shown in Figure 1(c), was the steel shear wall system studied in this project.
Investigation of semi-supported steel plate shear walls with different infill plates under cyclic loading
Published in Mechanics Based Design of Structures and Machines, 2023
Yan Cao, Mohammad Hasan Asadi, Rayed Alyousef, Shahrizan Baharom, Abdulaziz Alaskar, Hisham Alabduljabbar, Abdeliazim Mustafa Mohamed, Hamid Assilzadeh
So far, various systems have been proposed such as the diagonal brace, eccentric brace, concentric chevron brace, buckling restrained brace which have been employed against lateral loads (wind and earthquake). One of the systems proposed for more than four decades ago is the steel plate shear wall (SPSW). The steel shear wall is a kind of economical and good performance lateral system. This system with high hardness and lateral resistance, has high ductility and energy absorption than other lateral bearing systems (Caccese, Elgaaly, and Chen 1993).
Evaluation of the seismic behavior of semi-supported steel shear walls with different ratio and shape of openings
Published in Australian Journal of Structural Engineering, 2018
Seyed Ebrahim Sadat Kholerdi, Ebrahim Nazarimofrad, Milad Farrokhzad, Umut Topal
The steel plate shear walls (SSWs) are very effective systems for resisting the lateral loads due to wind and earthquakes. A properly designed steel plate shear wall has high ductility, high initial stiffness, high redundancy and excellent energy absorption capacity. Over the past decade, a substantial amount of research has been conducted on the steel shear walls. For example, Driver et al. (1998) developed a non-linear finite-element model for steel plate shear and tested using the as-built dimensions and measured material properties of a large-scale four-story test specimen. Elgaaly, Caccese, and Du (1993) investigated the post-buckling behavior of the steel‐plate shear walls under cyclic loads. Astaneh-Asl (2001) studied on the steel shear walls made of low strength steel and composite shear walls. Astaneh-Asl and Zhao (2001) investigated the behavior of the steel shear walls and tested their cyclic behavior in the laboratories. Sabouri-Ghomi, Ventura, and Kharrazi (2005) presented and discussed an analytical model of the ductile steel plate walls on the structural behavior. Park et al. (2007) performed an experimental study to investigate the cyclic behavior of framed steel walls with thin infill plates. Park, Hong, and Seo (2002) presented drift design methods based on the resizing algorithms to control lateral displacements of steel-frame shear wall systems for tall buildings. Topkaya and Atasoy (2009) investigated the accuracy of the finite-element and strip methods for calculating the lateral stiffness of the steel plate shear wall systems. Choi and Park (2008) presented an experimental study to investigate the potential maximum ductility and energy dissipation capacity of the steel plate walls with thin infill plates. Xu and Martínez (2006) determined lateral strengths of the shear wall panels with cold-formed steel framing by some tests. Vieira and Schafer (2012) provided the stiffness and strength characteristics for the walls. Jahanpour, Moharrami, and Aghakoochak (2011) proposed a semi-supported steel shear wall as an alternative to the traditional type of the steel shear wall. Xue and Lu (1994) presented an economical and efficient way to achieve desired stiffness, stable strength, and energy absorption characteristics of a steel-frame resisting lateral loads due to the earthquake or wind loads. Driver et al. (2001) proposed a wall with its own boundary elements and intermediate beams in the level of the main beam could be connected to frame elements. Habibnejad (2004) and Moharrami et al. (2005) tested some semi-supported steel shear wall systems.