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بررسی تأثیر سختی بر رفتار سازه های بلند مرتبه جداسازی شده | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 11، دوره 51، شماره 5، آذر و دی 1398، صفحه 993-1016 اصل مقاله (1.67 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2018.14184.5579 | ||
| نویسندگان | ||
| حمید رضا شریفی1؛ سید بهزاد طلایی طبا* 2 | ||
| 1دانشکده مهندسی عمران، دانشگاه آزاد اسلامی، خمینی شهر، ایران | ||
| 2استادیار، دانشکده مهندسی عمران، دانشگاه آزاد اسلامی، خمینی شهر، ایران | ||
| چکیده | ||
| اساس کار جداسازهای لرزه‌ای در کاستن از شتاب اعمال شده به سازه‌ها، بر مبنای افزایش پریود طبیعی ارتعاش سازه است. در سازه‌های بلند مرتبه پریود طبیعی به خودی خود زیاد است. در این صورت ممکن است نرم بودن قسمت روسازه، با اصل الاستیک ماندن آن هنگام زلزله در تعارض باشد. در تحقیق حاضر با مدل‌سازی و آنالیز تاریخچة زمانی 240 سازه در گام نخست به این سؤال پرداخته شد که آیا افزودن یا کاستن سختی قسمت‌های زیرسازه و روسازه (به ترتیب به میزان 1 تا 100 برابر و 0/001 تا 1 برابر) تأثیری بر توزیع شتاب این قسمت‌ها دارد یا نه؟ نتایج تحلیل سازه‌ها که از 5 نوع پالن و در ارتفاعات 10 ،15 ،20 ،24 و 28 طبقه بودند نشان داد که افزودن سختی روسازه می‌تواند منجر به کاهش حدود 30 درصدی شتاب حداکثر بام (نسبت به سازه جداسازی شده بدون افزایش سختی روسازه) شود. این در حالی است که استفاده از جداسازی پایه در سازه های مورد بررسی به طور متوسط حدود 50 %شتاب بام را کم کرده است. کاهش چشمگیر شتاب بام مربوط سازه‌های با افزایش 10 برابری سختی روسازه نسبت به سازه عادی بود. در گام بعد با آنالیز پوش‌آور 15 سازه از این مجموعه مشخص شد که در تمام سازه‌ها (با سختی‌های مختلف) قسمت روسازه در حالت الاستیک خواهد ماند و هیچ یک از مفاصل تشکیل شده در اعضاء از ناحیة IO رد نشده بود. | ||
| کلیدواژه‌ها | ||
| جداسازی لرزه‌ای؛ سازه‌های بلند مرتبه؛ شکل‌پذیری؛ سختی؛ شتاب | ||
| موضوعات | ||
| تحلیل خطی و غیر خطی؛ رفتار لرزه ای سازه بتنی؛ ضوابط لرزه ای و استانداردها؛ عملکرد لرزه ای روش های نوین مقاوم سازی؛ کنترل سازه؛ مصالح مختلف ساختمانی | ||
| عنوان مقاله [English] | ||
| The effect of Stiffness on Behavior of Isolated Tall Buildings | ||
| نویسندگان [English] | ||
| Hamidreza Sharifi1؛ Sayed Behzad Talaeitabab2 | ||
| 1MSc Graduated, Civil Department/Khomeinishahr barch of Azad Islamic University | ||
| 2Assistant professor, Civil Department/Khomeinishahr barch of Azad Islamic University | ||
| چکیده [English] | ||
| The basis of seismic isolation in reducing the acceleration applied to structures is based on an increase in the natural period. In high-rise structures, the natural period itself is high. In this case the flexibility of superstructure may be in conflict with its elastic behavior. In the present study, 240 structures were modeled and analyzed in the first step to the question of whether the addition or reduction of the stiffness of the substructure and superstructure (1-100 times and 0.001 to 1 times respectively) affected the floors acceleration distribution or not? The results of the analysis of structures that were of five types of plans and at elevations 10, 15, 20, 24 and 28 floors showed that adding the stiffness of the superstructure can lead to a decrease of about 30 and 55 percent of the maximum roof acceleration and average acceleration of floors respectively (relative to the isolated structure without increasing the stiffness of the superstructure); However, the use of base isolation in the structures decreased about 50% of roof acceleration. The significant decrease in roof acceleration was related to structures with a 10 times increase in the stiffness of the superstructure compared to normal structure. In the next step, with the push-over analysis of 15 structures of this set, it was determined that in all isolated structures (with varying stiffness), the superstructure will remain in elastic state. The number of plastic hinges in the elastic region (before IO performance level) increased by 50% in isolated structures compare to fixed base and none of the plastic hinges formed in the members, exceeded from IO region. | ||
| کلیدواژه‌ها [English] | ||
| Base Isolation, Tall buildings, Redundancy factor, Stiffness, Acceleration | ||
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| مراجع | ||
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[1]Naeim F, Kelly JM. Design of Seismic Isolated Structures: From Theory to Practice. United States: John Wiley & Sons, Inc; 1999. [2]Taranath BS. Tall building design : steel, concrete, and composite systems. New York: Taylor & Francis Group, LLC; 2017. [3]Calugaro V, Panagiotou M. Earthquake Resistant and Resilient Tall Buildings using Seismic Isolation and Rocking Core Walls. Department of Civil and Environmental Engineering University of California, Berkeley; 2012. [4]Clark PW, Higashino M, Kelly JM, Corporation T. PERFORMANCE OF SEISMICALLY ISOLATED STRUCTURES IN THE JANUARY 17, 1994 NORTHRIDGE EARTHQUAKE. United States; 1995. [5]Sorace S, Terenzi G. Analysis, Design, and Construction of a Base-Isolated Multiple Building Structure. Hindawi Publishing Corporation Advances in Civil Engineering. 2014. [6]Probha C, Sabu B. Study of Base Isolation in MultiStoreyed Buildings. Transactions on Engineering and Sciences. 2014;2(8). [7]Ahmed M. Building with Base Isolation Techniques. Al-Azhar University Engineering Journal, JAUES. 2012;7(1):13. [8]Zhou FL, Yang Z, Liu W, Tan P. New Seismic Isolation System For Irregular Structure with The Largest Isolation Building Area in The World. 13th World Conference on Earthquake Engineering; August 1-6, 2004; Vancouver, B.C., Canada2004. p. 11. [9]Jain SK, Thakkar SK. Application of Base Isolation for Flexible Building. 13th World Conference on Earthquake Engineering; August 1-6, 2004; Vancouver, B.C., Canada2004. p. 13. [10]Komuro T, Nishikawa Y, Kimura Y, Isshiki Y. Development and Realization of Base Isolation System for High-Rise Building. journal of Advanced Concrete Technology. 2005;3(2):7. [11]Becker TC, Yamamoto S, Hamaguchi H, Higashino M, Nakashima M. Isolation for Tall Buildings, A Japanese Case Study. Tenth US National Conference on Earthquake Engineering; July 21-25, 2014; Anchorage, Alaska: Earthquake Engineering Research Institute; 2014. p. 10. [12]Sato D, Ooki Y, Morikawa H, Yamada S, Sakata H, Yamanaka H. EVALUATION OF SEISMICALLY ISOLATED TALL BUILDING BASED ON LONGTERM MONITORING. The 14th World Conference on Earthquake Engineering October 12-17; Beijing, China2008. [13]Li A, Yang C, Xie L, Liu L, Zeng D. Research on the Rational Yield Ratio of Isolation System and Its Application to the Design of Seismically Isolated Reinforced Concrete Frame-Core Tube Tall Buildings applied sciences. 2017:20. [14]Gaibaulung K, Subramanian SAV. Study of the effect of base isolation on flat slab building for multistorey building in seismic prone areas. International Research Journal of Engineering and Technology (IRJET). 2016;03(04). [15]Shinozaki Y, Hosozawa O, Komuro T, editors. Structural Design of Base Isolation system for Tall Building in Japan. Seoul Conference; 2004 October 10-13, 2004; Seoul Conference: CTBUH 2004 Seoul Conference. [16]Taylor AW. Response Control Systems in The United States and Lessons Learned from The Tohoku Earthquake. Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4; Tokyo, Japan2012. p. 12. [17]Nishiyama I, Okawa I, Fukuyama H, Okuda Y. Building damage by 2011 off the Pacific Coast of Tohoku Earthquake and Coping activities by NILIM and BRI collaborated with the administration. Japan: Building Research Institute (BRI) and National Institute for land & Infrastructure Mnagement (NILIM); 2012. [18]Saito T. Behavior of response controlled and seismically isolated buildings during severe earthquakes in Japan. Japan: Earthquake Research Institute (ERI) and Building Research Institute (BRI); 2015. [19]Iranian Code of Practice for Seismic Resistant Design of Buildings, 4th Edition, 2015. [20]Part 9, Design and Construction of Concrete Structures: 4th Edition. Iran: National Building Regulations Office [21]Etabs, Nonlinear ver 9.7.4. Berkeley CA: Computers and Structures Inc: 1995. Available from: http://www. csiberkeley.com. [22]http://www.peer.berkeley.edu/students/PastSDC [23]“Guide to Designin and Implementing Seismic Base Isolatorses in Buildings” Code No. 523, Iranian Biulding and Housing Reaearch Center, 2010. [24]“Design Guideline for Base Isolated Structures”, Code No. 550, Iranian Biulding and Housing Reaearch Center, 2010. [25]Kelly TE, Ltd HCG. Base Isolation of Structures. New Zealand Holmes Consulting Group Ltd; 2001 July 2001. [26]ASCE7-16., “Minimum Design Loads and Associated Criteria for Building and Other Structures”, American Society of Civil Engineers, Washington, 2016. [27]Sharifi H. Evaluation of performance level of Highrise isolated building. Khomeinishahr Branch: Islamic Azad University 2016. [28] American Society of Civil Engineers. Prestandard and Commentary for the Seismic Rehabilitation of Building: FEMA 356. Washington, D.C: Federal Emergency Management Agency; 2000. [29]Andrew Whittaker, Michael Constantinou, Panos Tsopelas, “DISPLACEMENT ESTIMATES FOR PERFORMANCE-BASED SEISMIC DESIGN”,Journal of Structural Engineering (ASCE), Vol. 124, No. 8, pp. 905-912, 1998. [30]Management and Planning Organization. Instruction for Seismic Rehabilitation of Existing Building: No. 360. Iran: Office of Deputy for Technical Affairs, Technical Criteria Codification & Eartthquake Risk, Reduction Affairs Bureau, 2007. [31]Taghinejad R., “Seismic Design and Rehabilitation of Structures Based on Performance Level”, Ketabdaneshgahi, IRAN, 2014.
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