Cyclic tests of four two‐story narrow steel plate shear walls—Part 1: Analytical studies and specimen design

Tsai, Keh‐Chyuan; Li, Chao‐Hsien; Lin, Chien-Chih; Tsai, Cary Chi‐Liang; Yu, Yi‐Jer

doi:10.1002/eqe.977

Cited by 31 publications

(39 citation statements)

References 12 publications

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“…These specimens possessed satisfactory ductility and load-carrying capacity, making it evident that strong 1F column specimens develop the uniform yielding mechanism suggested by [9]. In the present study, considering the combined effects of the frame sway action and the panel forces, a capacity design method ensuring the plastic hinge formation at the 1F columns' bottom ends has been developed and presented in Part 1 [10].…”

Section: Introductionmentioning

confidence: 86%

“…This paper presents the cyclic test results of four full-scale two-story narrow SPSWs conducted at NCREE in 2007 [10]. The key objectives of the experiments include: (1) verify the effectiveness of the proposed column capacity design; (2) investigate the effects of the proposed restrainers in reducing the force demands on the boundary elements; (3) investigate the cyclic performance of the narrow SPSWs with a panel width-to-height aspect ratio of about 0.6.…”

Section: Introductionmentioning

confidence: 99%

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Cyclic tests of four two‐story narrow steel plate shear walls. Part 2: experimental results and design implications

Tsai

Lin

et al. 2009

Earthq Engng Struct Dyn

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This paper is the second part of a two-part paper presenting the cyclic tests of four two-story narrow steel plate shear walls (SPSWs). The first paper introduces the analytical studies and the specimen designs. This paper describes the test results. Some design implications including the capacity design for the first story column and the width-to-thickness ratio check for the beam web are discussed based on key observations from the tests. Test results confirm that the simplified strip model can accurately predict the inelastic responses of the specimens. Test results also confirm that the proposed capacity design method is effective in ensuring the plastic hinge formation at the bottom end of the first story column for SPSW with or without restrainers. Test results also show that the horizontal restrainers are effective in reducing the member forces in the boundary beam and column elements. Comparing the test results of the typical SPSW with those of the restrained SPSW (R-SPSW) specimens, it is found that the R-SPSW possesses an improved cyclic performance and reduced material weight. Analytical results predict the compressed column moments at the onset of the column plastic hinge formation well. The analytical hysteretic energy distribution in the first story column agrees very well with the observed inelastic actions developed in the four specimens. The detailed frame response analyses and the test results confirm that the assumptions made in developing the proposed column capacity design method are reasonable.KEY WORDS: steel plate shear wall (SPSW); restrained steel plate shear wall (R-SPSW); capacity design; narrow steel plate shear wall Figure 1. Details of the specimens.beam-to-column joint for both the middle and the top beams. Thus, the unbraced length of the columns was equal to the story height. A reference column was erected to measure the lateral displacement of the specimens at various elevations ( Figure 2). Positive values of force or displacement indicated pushing or movement toward the east direction. The cyclic displacements were imposed according to the loading history shown in Figure 3, starting from small roof drift and increasing up to 5% radian. The north actuator was displacement controlled while the south one was force-slaved.

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Section: Introductionmentioning

confidence: 86%

Section: Introductionmentioning

confidence: 99%

Cyclic tests of four two‐story narrow steel plate shear walls. Part 2: experimental results and design implications

Tsai

Lin

et al. 2009

Earthq Engng Struct Dyn

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“…The passive method reduces tension field forces acting on the column by restraining the infill steel plate and delaying buckling and formation of the tension field. This has been done either by using a concrete wall attached to the steel infill plate by shear studs or bolts (Zhao and Astaneh-Asl, 2004), or by adding steel restrainers to the infill plate to delay its buckling until the infill plate yields in shear Tsai et al, 2010;Nie et al, 2012). Weakening of the infill plate have also been tried by creating a regular pattern of circular perforations (Roberts and Sabouri-Ghomi, 1992;Vian et al, 2009), or by using low yield point (LYP) steel plates (Vian et al, 2003).…”

Section: Background and The Past Researchmentioning

confidence: 99%

Development of a high-performance steel plate shear wall system

Qian

Astaneh‐Asl

2016

IJEIE

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Abstract:To date, the design of unstiffened steel shear walls has three issues that make them expensive to employ: 1) large columns resulting from the shear wall applying lateral loads to the columns; 2) expensive field-welded moment connections; 3) buckling of the steel plate under service earthquakes and winds. A new, innovative system, called the high-performance steel shear wall system, is developed and proposed by the authors to solve these problems. In this system: 1) the steel plate shear wall is not connected to the columns, therefore, the columns do not experience large lateral forces; 2) the beam-to-column connections consist of an innovative and cost-effective connection developed by the authors, referred to as a gusset plate moment connection; 3) the thickness of the plate is independent of the column size, enabling the use of thicker plates to prevent buckling of the steel plate under service loads.Keywords: steel shear wall; structural engineering; earthquake engineering; design of steel structures; seismic design; moment connections; gusset plate; performance-based design; design for wind; tall buildings; welds; bolts; steel construction; retrofit of buildings; modular construction.Reference to this paper should be made as follows: Qian, X. and Astaneh-Asl, A. (2016) 'Development of a high-performance steel plate shear wall system', Int. J. Earthquake and Impact Engineering, Vol. 1, Nos. 1/2, pp.57-80. Biographical notes:Xin Qian is currently a PhD candidate at the University of California at Berkeley. She obtained her BS degree at the Hong Kong Polytechnic University and MS in Civil Engineering from the University of California, Berkeley. Her research interests include steel and composite structures, earthquake engineering for buildings and bridges. She is the recipient of the first Professor T.Y. Lin Fellowship in Structural Engineering at UC Berkeley and is active in student activities in earthquake engineering as the President of the EERI Berkeley student chapter.Abolhassan Astaneh-Asl is currently a Professor of Structural Engineering in the Department of Civil and Environmental Engineering at the University of California, Berkeley. He has over 48 years of experience in design, research and teaching courses in structural engineering, earthquake engineering, protection of structures against blast and impact. He has published more than 300 journal papers, conference papers, technical reports and other scholarly publications in his fields of interest. He has been practising structural engineering and design of buildings, bridges and other structures since 1968 and has designed more than two million square metres of building structures. 58X. Qian and A. Astaneh-Asl

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“…They concluded that column flexibility parameters can significantly affect the behavior of SPSWs. Some studies such as Tsai and Li [9] and Alavi and Nateghi [10], further investigated SPSWs with various types of stiffeners including longitudinal stiffener, transverse stiffener, cross stiffener, diagonal stiffener, vertical and horizontal ribbed stiffener, etc. Sabouri-Ghomi and Mamazizi [11] tested two one-story SPSWs with and without stiffeners and one of their surrounding frames, and then studied their behavior.…”

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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Cyclic tests of four two‐story narrow steel plate shear walls—Part 1: Analytical studies and specimen design

Cited by 31 publications

References 12 publications

Cyclic tests of four two‐story narrow steel plate shear walls. Part 2: experimental results and design implications

Cyclic tests of four two‐story narrow steel plate shear walls. Part 2: experimental results and design implications

Development of a high-performance steel plate shear wall system

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

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