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Numerical modelling of steel-plate concrete composite shear walls Nam H. Nguyena,Andrew S. Whittakerb منبع @Civilbest, nguyen2017.pdf

بررسی آزمایشگاهی بهبود رفتار لرزه‌ای پیوندهای ساخته شده از مقطع لانه زنبوری در قاب با مهاربندی برون محور مجله علمی، پژوهشی: نشریه علمی و پژوهشی سازه و فولاد-شماره‌ي شانزدهم -پائیز و زمستان 1393 نویسنده: علیرضا رضائیان ، امین جاهدی دلیوند دانلود art-950310716.pdf

سلام آیا کسی میدونه که چطور میتوان در نرم افزار پرفورم بار سیکلیک افزایشی وارد کرد؟

Behavior of Unstiffened Steel Plate Shear Wall with Simple Beam-to-column Connections and Flexible Boundary Elements Dipti Ranjan Sahoo*, Balsher Singh Sidhu, and Arunesh Kumar Department of Civil Engineering, Indian Institute of Technology Delhi, New Delhi-110016, India Abastract This study investigates the effect of type of beam-to-column connections on the overall performance of steel plate shear wall (SPSW) systems under lateral loading condition. An analytical study using finite-element analysis has been conducted on a twostory SPSW system with rigid and pinned beam-to-column connections having constant panel aspect ratio and plate slenderness ratio. All boundary elements are designed as per the current code provisions. The influence of the type of connections between the web plates and the boundary elements on the overall performance of SPSW systems is also studied. In addition, the behavior of SPSW system with flexible boundary members along with pinned beam-to-column connections is also investigated under lateral loading condition. An experimental study has been carried out on a two-story SPSW specimen with flexible boundary elements to investigate its overall performance under the slow-cyclic loading. Based on the analytical and experimental results, various design issues of SPSW systems are discussed. Keywords: boundary elements, cyclic loading, experimentation, finite element analysis, steel plate shear wall 10.1007_S13296-015-3005-5-Behavior-of-unstiffened-steel-plate-shear-wall-with-simple-beam-to-column-connections-and-flexible-boundary-elements.pdf

Validated finite element techniques for quasi-static cyclic response analyses of braced frames at sub-member scales M. Lotfollahi a,1, M.M. Alinia a,2, E. Taciroglu b,⇑,2 a Department of Civil Engineering, Amirkabir University of Technology, Tehran, Iran b Department of Civil and Environmental Engineering, University of California, Los Angeles, CA 90095, USA a b s t r a c t In this study, a numerically robust finite element procedure is described, which is based on explicit time-stepping, for high-fidelity simulations of inelastic and post-buckling cyclic responses of braced frame systems. The use of an explicit time-stepping method with properly chosen increments permits accurate results while avoiding (implicit) equilibrium iterations throughout the entire loading history, during which multiple yielding and buckling events occur. A number of essential techniques for properly calibrating the discrete models and to constrain their responses in order to obtain quasi-static outcomes are provided. The procedure is globally and locally validated (verified) using experimental data (implicit numerical simulations) from three types of specimens—namely, individual braces, and single and multi-story braced frame systems with diagonal and X-brace arrangements—under both monotonic and cyclic loading protocols. Results from these validation and verification studies indicate that the proposed simulation methodology can accurately capture sub-member (i.e., plastic hinges), member, and system behavior very accurately; and thus, it can be confidently used—e.g., as a virtual laboratory—to predict the responses of braced frames with configurations and dimensions other than those tested, and to seek optimum designs beyond those offered by basic guidelines. 2015 Elsevier Ltd. All rights reserved. Keywords: Finite element verification and validation Dynamic explicit analysis Static implicit analysis Quasi-static solution Buckling Braced frame systems Cyclic loading [Hidden Content] gh.part1.rar gh.part2.rar

UNSTIFFENED STEEL PLATE SHEAR WALL PERFORMANCE UNDER CYCLIC LOADING By Adam S. Lubell,1 Helmut G. L. Prion,2 Carlos E. Ventura,3 Member, ASCE, and Mahmoud Rezai4 ABSTRACT: In the last few decades, steel plate shear walls have been introduced as primary lateral load resisting elements in several buildings around the world. This paper presents research from a study on the performance of unstiffened thin steel plate shear walls for medium- and high-rise buildings. In this concept, the postbuckling strength of the panels is relied upon for most of the frame shear resistance, similar to the slender web of a plate girder. Experimental testing was conducted on two single- and one four-story steel shear wall specimens, under cyclic quasi-static loading. Each specimen consisted of a single bay with column-to-column and floor-to-floor dimensions of 900 mm, representing a quarter-scale model of a typical office building core. Identification of load-deformation characteristics and the stresses induced in the structural components were the primary objectives of the testing program. Good energy dissipation and displacement ductility capacities were achieved. Primary inelastic damage modes included yielding of the infill plates combined with column yielding in the single-panel tests and yielding of the columns for the multistory frame. The experimental results were compared with simplified tension field analytical models, based on recommendations in the Canadian code for limit-states design of steel structures. The models, in general, provided good predictions of the postyield strength of the specimens, with less satisfactory results for elastic stiffness calculations. From the experimental and analytical results, the adequacy of existing design guidelines were assessed. ASCE_2998_0733-9445%282000%29126%3A4%28453%29.pdf

Evaluation of hysteretic behavior of eccentrically braced frames with zipper-strut upgrade Seyed Mehdi Zahrai a, Milad Pirdavari b,⁎, Hamid Momeni Farahani b a Center of Excellence for Management and Engineering of Civil Infrastructures, School of Civil Engineering, College of Engineering, The Univ. of Tehran, P.O. Box 11365/4563, Tehran, Iran b Ati-Naghsh Hamraz Consultants, Inc. Suite 8, No. 73, Jalale Ale Ahmad, P.O. Box 1446665718, Tehran, Iran a r t i c l e i n f o a b s t r a c t Article history: Received 28 August 2012 Accepted 28 December 2012 Available online xxxx Keywords: EBF Zipper strut Hysteretic behavior Pushover analysis Finite-element Cyclic loading This paper describes the seismic behavior of Eccentrically Braced Frames (EBF) upgraded using zipper-struts which connect the mid-point of shear links in all stories. The numerical modeling of the zipper-strut-equipped model is conducted using finite-element method software under cyclic load, with the goal of evaluating the behavior of shear links. The interaction of shear links and zipper-struts is also studied. Furthermore, the prototypes are subjected to nonlinear static (Pushover) analysis in two configurations; one with moment-resisting connections and one with pinned connections. Finally, the increase of ductility coefficient for the prototypes with zipper-strut is studied. The prototypes are also subjected to time-history analysis using scaled earthquake records, with the purpose of studying the energy parameters of the models. The unbalanced shear force is distributed among all stories due to the added continuity among shear links. This results in the extension of structural displacement capacity according to acceptance criteria. Moreover, a noticeable delay occurs until shear links experience enough rotation to meet Collapse Prevention acceptance criteria. By imposing acceleration on the structure and conducting time history analysis, it is observed that the zipper-strut-equipped system shows a stronger tendency to form shear links, leading to greater dissipation capacity in plastic zone Journal of Constructional Steel Research 83 (2013) 10–20 منبع: [Hidden Content] دانلود: [Hidden Content] media.pdf