ارزیابی امکان پذیری تضمین تغییرشکل های یکنواخت با بکارگیری دیوارهای برشی فولادی لاغر با اتصالات جزئی در فرآیند مقاوم سازی

نوع مقاله : پژوهشی اصیل (کامل)

نویسندگان
علی بیگلری
زهرا علی عرب
دانشکده فنی مهندسی، دانشگاه گلستان، گرگان، ایران
10.22034/22.6.165
چکیده
در تحقیق حاضر به بررسی امکان­پذیری تضمین تغییرشکل­های یکنواخت در سیستم باربر جانبی دیوار­های برشی فولادی لاغر پرداخته شده است. بدین منظور با بکارگیری نرم­افزار المان محدود ABAQUSTM یک قاب 3 طبقه بتنی مدلسازی و به روش تحلیل غیرخطی تاریخچه زمانی آنالیز شده است. بر اساس آیین­نامه آشتو 2018 صفحات فولادی با توجه به ضخامت به سه محدوده رفتاری لاغر، متوسط و ضخیم تقسیم می­شوند. در این مقاله سه ضخامت مختلف در محدوده رفتاری صفحات لاغر انتخاب شد و نحوه اتصال آنها به المان­های پیرامونی به صورت سرتاسری و جزئی تعریف گردید. نتایج نشان دادند که بطور کلی کاهش طول اتصال صفحه منجر به افزایش بیشینه جابجایی نسبی درون صفحه (دریفت) طبقات می­شود و امکان کنترل شکل پذیری سازه فراهم می شود. در صفحات لاغر با ضخامت­های بسیار کم مقاومت کمانشی برشی بسیار ناچیز و قابل صرفنظر کردن است و صفحه بلافاصله پس از بارگذاری وارد مقاومت پس از کمانش می­گردد. به همین دلیل نتایج مربوط به این صفحات تعیین­کننده رفتار سازه است. با کاهش ضخامت عدم یکنواختی در بیشینه جابجایی نسبی درون صفحه (دریفت) طبقات دیده شد که با استفاده از اتصالات جزئی مناسب صفحه فولادی برشی به المان­های پیرامونی بیشینه جابجایی نسبی درون صفحه (دریفت) طبقات در ارتفاع سازه به شدت بهبود یافت.

کلیدواژه‌ها

موضوعات

عنوان مقاله English

Evaluation of Feasibility Study to Ensure Uniform Deformations Using Slender Steel Shearwalls with Partial Connections in the Rehabilitation Process

نویسندگان English

A. Biglari
Z. Aliarab
Faculty of engineering, Golestan University, Gorgan, Iran
چکیده English

In the present study, the feasibility of ensuring uniform deformations in the lateral bearing system of thin steel shear walls has been investigated. For this purpose, using ABAQUSTM finite element software, a 3-story concrete frame was modeled and analyzed by the nonlinear time history analysis method. Due to the lower weight, speed of execution and consequently the reduction of construction costs in steel shear walls compared to reinforced concrete shear walls, they have been significantly developed. In important buildings in North America and Japan, this type of lateral bearing system has shown very good behavior against strongly earthquakes. Also, due to the good performance of steel shear wall systems, the use of steel shear wall in seismic countries during earthquakes in North Ridge, USA, Kobe and Japan has greatly increased. The system of steel shear walls is similar in performance to plate girder. In steel shear walls, the columns act like flanges, the filler steel plate acts as the web and beam similar to the stiffeners in the plate girder system. In general, the performance of steel shear walls is based on the creation of a diagonal tensile field in the steel plate that occurs after buckling. In 2003, the Canadian Steel Structures FEMA 450 proposed guidelines for the design of steel shear walls. In 2005, the design requirements for steel shear walls with special details were added to the steel structures section of the AISC Regulation. According to ASSHTO 2018 regulations, steel plates are divided into three behavioral ranges slender, moderate, and stocky according to their thickness. In 2021, during research, a new method for evaluating the behavior of steel shear walls with the relationship of part of the plate height to the vertical boundary elements was reviewed. In this type of connection, the middle of the filler plate was not connected to the vertical boundary elements. In this type of connection, reducing the connection length between the filler plate and the vertical elements leads to a reduction in stiffness and bending on the vertical boundary elements. In this paper, three different thicknesses were selected in the behavioral range of slender plates and how to connect them to the surrounding elements was defined in whole and in partial. In this evaluation, the effect of changing the connection length of the steel plate for the range of slender plates is investigated. The connection of steel shear walls to the surrounding members (beams and columns) is based on the percentage of the shear plate and the connection length ratio of steel plates are examined on the maximum relative in-plane displacement (drift) and the displacement of all stories. Uniform distribution of live and dead loads for the roof floor 1 and 5.3 (KNm2) respectively and for the other floors equal to 2.5 and 5.5 (KNm2) respectively is assumed. The behavior of the frame in the first stage is evaluated by the record of the Kobe earthquake. The results showed that in general, reducing the length of the plate connection leads to an increase in the maximum relative in-plane displacement (drift) of the stories and it is possible to control the ductility of the structure. 0. 6 is the critical area for a sender plate 5 mm. Because due to the early buckling and the occurrence of resistance after buckling, the maximum relative in-plane displacement (drift) has decreased. Also, 0.6 and CLR≥0 / 75 introduced as critical areas for 2 mm and 8 mm plates, respectively. In slender plates with very small thicknesses, the shear strength is very low and can be ignored, and the plate enters the post-buckling resistance immediately after loading. For this reason, the results of these plates determine the behavior of the structure. By reducing the thickness, the non-uniformity in the maximum relative in-plane displacement (drift) of the stories was seen, which was significantly improved by using suitable partial connections of the shear steel plate to the surrounding elements.

کلیدواژه‌ها English

Steel shear wall
slender shear plates
Rehabilitation
Nonlinear time history analysis
[1] E. Alavi , F. Nateghi, “Experimental study on diagonally stiffened steel plate shear walls with central perforation,” Constructional Steel Research 89, pp. 9-20, 2013.
[2] . M. r. Haji mirsadeghi , N. Fanaie, “Steel plate shear walls with partial length connection to vertical boundary element,” Structures 32, pp. 1820-1838, 2021.
[3] M. Bahrebar, M. Z. Kabir, T. Zirakian, M. Hajsadeghi و J. B. Limd, “Structural performance assessment of trapezoidally-corrugated and centrally-perforated steel plate shear walls,” Constructional Steel Research 122, pp. 584-594, 2016.
[4] F. Ahmadi zarrinkolaei, A. Naseri , S. Golampour, “Numerical assessment of effect of opening on behavior of perforated steel shear walls,” Constructional Steel Research 181, pp. 106-587, 2021.
[5] S. Hosseinzadeh , M. Tehranizadeh, “The wall–frame interaction effect in steel plate shear wall systems,” Constructional Steel Research 98, pp. 88-99, 2014.
[6] M. Alinia , M. Dastfan, “Cyclic behaviour, deformability and rigidity of stiffened steel shear panels,” Constructional Steel Research 63, pp. 554-563, 2007.
[7] J. Yu, J. Huang, B. Li و X. Feng, “Experimental study on steel plate shear walls with novel plate-frame connection,” Constructional Steel Research 180, pp. 106-601, 2021.
[8] S. Nassernia , H. Showkati, “Experimental study of opening effects on mid-span steel plate shear walls,” Constructional Steel Research 137, pp. 8-18, 2017.
[9] M. gholhaki, G. Pachideh و M. Karimi, “Investigation of subpanel size effect on behavior factor of stiffened steel plate shear wall,” Structural and Construction Engineering 5(4), pp. 73-87, 2017.
[10] C. H. Lin, K. C. Tsai, B. Qu و M. Bruneau, “Sub-structural pseudo-dynamic performance of two full-scale two-story steel plate shear walls,” Constructional Steel Research 66, pp. 1467-1482, 2010.
[11] A. Gheitasi , M. Alinia, “Slenderness classification of unstiffened metal plates under shear loading,” Thin-Walled Structures 48, pp. 508-518, 2010.
[12] M. Alinia, H. Habashi و A. Khorram, “Nonlinearity in the post buckling behaviour of thin steel shear panels,” Thin-Walled Structures 47, pp. 412-420, 2009.
[13] G. Bryan, “On the stability of a plane plate under thrusts in its own plane with applications on the buckling of the sides of a ship,” Proc London Math Soc, 1891.
[14] S. Timoshenko, Theory of elastic stability, New York: McGraw Hill, 1936.
[15] H. Valizadeh, B. Farahmand Azar, H. Veladi و M. R. Sheidaii, “The shear capacity assessment of steel plate shear walls with peripheral circular holes,” Thin-Walled Structures 163, pp. 107-638, 2021.
[16] S. Sayyar Roudsari, S. M. Soleimani , S. A. Hamoush, “Analytical study of the effects of opening characteristics and plate thickness on the performance of sinusoidal and trapezoidal corrugated steel plate shear walls,” Constructional Steel Research 182, pp. 106-660, 2021.
[17] E. Zamani Beydokhti , S. Khatibi, “Improving cyclic behavior of steel plate shear walls with elliptical perforations,” Civil Engineering Infrastructures Journal 53 (1), pp. 89-102, 2019.
[18] A. S. Lubell, H. G. L. Prion, C. E. Ventura, member ASCE و M. Rezai, “Unstiffened steel plate shear wall performence under cyclic loading,” Structural Engineering 126, pp. 453-460, 2000.
[19] A. 360-16, “Supersedes the Specification for Structural Steel Buildings,” American Institute of Steel Construction, Chicago, Illinois 60601-6204, 2016.
[20] F. 450, “NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures,” The building seismic safety council natonal institute of building sciences for the Federal emergency management agency, Washington, D.C, 2003.
[21] .AISC, “Seismic Provisions for Structural Steel Building,” American Institute of Steel Construction Inc, American Institute of Steel Construction, Chicago, IL, 2005.
[22] “American Association of State Highway and Transportation Officials, AASHTO, LRFD bridge design specifications (8th ed.),” 2018.
[23] Z. Aliarab , S. Hosseinzadeh, “Effect of buckling and yielding phenomena on the behavior of steel and aluminium shear panels,” AmirKabir Journal of Civil Engineering 54(3), p. 99, 2022.
[24] Z. Aliarab و S. Hosseinzadeh, “Behavioral characteristics of steel shear panels with different materials and slenderness ratios,” AmirKabir Journal of Civil Engineering 53(4), pp. 24-24, 2021.
[25] “American Association of State Highway and Transportation Officials (AASHTO),” 2012.
[26] A. Vafai, M. Javidruzi و H. Estekanchi, “Parametric instability of edge cracked plates,” Thin-Walled Structures 40, pp. 29-44, 2002.
[27] A. Khaloo, A. Ghamari و M. Foroutani, “On the design of stiffened steel plate shear wall with diagonal stiffeners considering the crack effect,” Structures 31, pp. 828-841, 2021.
[28] A. Khaloo, M. Foroutani , A. Ghamari, “Influence of diagonal stiffeners on the response of steel plate shear walls (SPSWs) considering crack propagation,” Bulletin of Earthquake Engineering, 2019.
[29] M. Sarcheshmehpour, M. Shabanlou, Z. Meghdadi, H. Estekanchi , M. Mofid, “Seismic evaluation of steel plate shear wall systems considering soil-structure interaction,” Soil Dynamics and Earthquake Engineering 145, pp. 106-738, 2021.
[30] A. Kheyroddin, M. Gholhaki , G. Pachideh, “Seismic evaluation of reinforced concrete moment frames retrofitted with steel braces using IDA and pushover methods in the near-fault field,” Rehabilitation in Civil Engineering 7(1), pp. 159-173, 2019.
[31] G. Pachideh, M. Kafi , M. Gholhaki, “Evaluation of cyclic performance of a novel bracing system equipped with a circular energy dissipater,” Structures 28, pp. 467-481, 2020.
[32] G. Pachideh, M. Gholhaki , M. Kafi, “Experimental and numerical evaluation of an innovative diamond-scheme bracing system equipped with a yielding damper,” Steel and Composite Structures 36(2), pp. 197-211, 2020.
[33] A. Ghobarah, “Performance-based design in earthquake engineering: state of development,” Engineering Structures 23, pp. 878-884, 2001.
[34] S. H. Chao, S. C. Goel و S. S. Lee, “A Seismic Design Lateral Force Distribution Based on Inelastic State of Structures,” Earthquake Spectra 23(3),pp. 547-569, 2007.
[35] P. Kyungha, “Lateral load patterns for the conceptual seismic design of moment-resisting frame structures,” Dissertation submitted to the Faculty of the Graduate School of the University of Maryland, College Park, in partial fulfillment of the requirements for the degree of Doctor of Philosophy, 2007.
[36] Y. Deguchi, T. Kawashima, M. Yamanari , K. Ogawa, “Seismic design load distribution in steel frame,” World Conference on Earthquake Engineering 14, Beijing, China, 2008.
[37] H. Moghadam, “Earthquake engineering: Principles and applications,” Jahad publisher of sharif university and technology, Tehran, Iran, 2008.
[38] S. M. Miri و H. Tajmir riahi, “Optimal seismic design of concrete structures based on perfomance using durability time method,” Sharif 35(2), pp. 39-50, 2019.
[39] R. Karami Mohammadi, M. El Naggar , H. Moghaddam, “Optimum strength distribution for seismic resistant shear buildings,” International Journal of Solids and Structures 41, pp. 6597-6612, 2004.
[40] H. Moghaddam , R. Karami Mohammadi, “More efficient seismic loading for multidegrees of freedom structures,” J. Struct. Eng 132, pp. 1673-1677, 2006.
[41] N. Nabid, I. Hajirasouliha و M. Petkovski, “Adaptive low computational cost optimisation method for performance-based seismic design of friction dampers,” Engineering Structures 198, pp. 109-549, 2019.
[42] A. s. o. c. engineers, “FEMA 356 Prestandard,” 2000.
[43] S. Hosseinzadeh , M. Tehranizadeh, “Behavioral characteristics of code designed steel plate shear wall systems,” Constructional Steel Research 99, pp. 72-84, 2014.
[44] M. Alinia , R. Sarraf Shirazi, “On the design of stiffeners in steel plate shear walls,” Constructional Steel Research 65, pp. 2069-2077, 2009.
مهندسی عمران مدرس
دوره 22، شماره 6
آذر و دی 1401
صفحه 165-178