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محاسبه عوامل مؤثر بر ضریب رفتار قاب های بتن مسلح دارای مهاربند کمانش تاب | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 2، دوره 48، شماره 4، دی 1395، صفحه 365-374 اصل مقاله (875.11 K) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2016.810 | ||
| نویسندگان | ||
| فاطمه دهقان1؛ عباسعلی تسنیمی* 2 | ||
| 1کارشناس ارشد، دانشکده مهندسی عمران و محیط زیست، دانشگاه تربیت مدرس | ||
| 2استاد، دانشکده مهندسی عمران و محیط زیست، دانشگاه تربیت مدرس | ||
| چکیده | ||
| امروزه استفاده از مهاربندهای کمانش تاب به دلیل داشتن مزایای بیشتر در مقایسه با مهاربندهای فولادی متداول، مورد توجه محققان و مهندسان قرار گرفته است. این مزایا عبارتند از: شکل پذیری بالا، استهلاک انرژی بیشتر، عدم کمانش کلی و موضعی و همچنین داشتن منحنی چرخه ای متقارن. این نوع مهاربندی به عنوان یکی از سامانه های مؤثر برای مقابله با بارهای جانبی ناشی از زلزله به شمار می رود. معایب موجود در رفتار لرزه ای مهاربندهای معمولی همچون شکل پذیری و اتلاف انرژی کم، کمانش کلی و موضعی و همچنین داشتن منحنی چرخه ای نامتقارن، زمینه اصلاح یا کنار گذاشتن آن را از فرایند طراحی لرزه ای فراهم آورده است. مهاربندهای کمانش تاب نوعی از سامانه مستهلک کننده انرژی هستند که علاوه بر تأمین سختی جانبی زیاد، شکل پذیری و میزان استهلاک انرژی سازه را افزایش می دهند. استفاده از این نوع مهاربندها در آئین نامه های برخی از کشورها مجاز شمرده می شود. اما در برخی دیگر و از آن جمله ایران، اشاره ای به آن نشده است. این مقاله سعی دارد تا عوامل شکل پذیری و لرزه ای آن ها را مورد تحقیق و بررسی قرار دهد. در این تحقیق، ضریب رفتار قاب های بتن مسلح دارای مهاربند کمانش تاب با تعداد طبقات چهار، هشت، دوازده و شانزده که هر یک دارای تعداد دهانه سه و پنج هستند، مطابق با مبحث نهم مقررات ملی ساختمان طراحی شده و سپس با استفاده از نرم افزار OPENSEES تحت بارگذاری استاتیکی غیرخطی قرارگرفته و ضریب رفتار کلیه قاب ها برای حالت حدی نهایی محاسبه شده است. | ||
| کلیدواژه‌ها | ||
| مهاربند کمان شتاب؛ شکل پذیری؛ استهلاک انرژی؛ تحلیل غیرخطی؛ ضریب رفتار | ||
| عنوان مقاله [English] | ||
| Determination of the Parameters Influencing Behavior Factor of Buckling Restrained Braced Reinforced Concrete Frames | ||
| نویسندگان [English] | ||
| F. Dehghan1؛ A. A. Tasnimi2 | ||
| 1M.Sc., Facaulty of Civil and Environmental Engineering, Tarbiat Modares University | ||
| 2Professor, Facaulty of Civil and Environmental Engineering, Tarbiat Modares University | ||
| چکیده [English] | ||
| The advantages of buckling restrained braces (BRB) attract the researches and engineers attention to use this bracing system. High ductility, high-energy dissipation capacity and symmetric hysteresis behavior are the main advantages of this system that is the most effective system to resist the earthquake induced lateral forces. Disadvantages of conventional bracing system such as low ductility, low energy dissipating capacity and local as well as global buckling with unsymmetrical hysteresis performance in tension and compression are the main reason to rehabilitate and or replace this system with the new generation of braces. Buckling restrained brace (BRB) is an energy-dissipating member that enhances the structural stiffness, energy dissipation and ductility. There are few worldwide code of practices provide some recommendations about the buckling-restrained braced frames whereas most of them do not deal with such system. This paper illustrates the good performance of buckling restrained braces used for RC frames. This article determines the behavior factor for RC frames braced with buckling restrained braces. For this purpose RC frames with four, eight, twelve and sixteen stories (each having three and five bays) were considered in this study. All frames designed in accordance with Iranian standard 2800 and P9-INBC for concrete structures. Analyses for all 24 structural models were carried out utilizing nonlinear static push‑over method. The results indicate that the average value of behavior factor for all models corresponding to the allowable stress design is around eight. | ||
| کلیدواژه‌ها [English] | ||
| Buckling Restrained Brace, Ductility, energy dissipation, Nonlinear Analysis, behavior factor | ||
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| مراجع | ||
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[1] Wakabayashi, M.; Nakamura, T.; Kashibara, A.; Morizono, T. and Yokoyama, H.; “Experimental of Elasto-plastic Properties of Precast Concrete Wall Panels with Built-in Insulating Braces,” Summaries of Technical Papers of Annual Meeting, Architectural Institute of Japan, pp. 1041–1044, 1973. [2]Murata, Y.; Mochizuki, S.; Andou, N. and Takahashi, S.; “An Exprimental Study on Buckling of Unbounded Braces under Centrally Applied Loads,” Annual Meeting, Architectural Institute of Japan, pp. 1913–1914, 1980. [3]Watanabeh, A., Hitomi, Y., Saeki, E., Wada, A. and Fujimoto, M.; “Properties of Brace Encased in Buckling-Restraining Concrete and Steel Tube,” Proceedings of 9th World Conference on Earthquake Engineering, Japan, Vol. 4, pp. 719–724, 1988. [4]Uang, C. and Mand-Nakashima, M.; “Buckling-Restraining Braced Frame,” CRC, 2004. [5]Sabelli, R.; “Research on Improving the Design and Analysis of Earthquake Restraind Steel Braced Frames,” The 2000 NEHRP Professional Fellowship Report, EERI, Oakland, CA, 2001. [6]Xie, Q.; “State of the Buckling Rstraining Brace in Asia,” Journal of Constructional Steel Research, Vol. 61, No. 6, pp. 727–774, 2005. [7]Shuhaibar, C.; Lopez, W. A. and Sabelli, R.; “Buckling-Restrained Braced Frames,” Seminar on Response Modification Technologies for Performance-based Seismic Design, ATC-17-2, ATC and MCEER, pp. 321–328, 2002. [8]Guo, Y. L.; Liu, J. B.; Hu, D. B. and Deng, K.; “The Restraining Requirements for the Buckling Restrained Brace,” Journal of Advances in Steel Structures, Vol. 1, pp. 1–16, 2005. [9]Xie, Q.; “Dual System Design of Steel Frames Incorporating Buckling Restrained Braces,” Journal of Advances in Steel Structures, Vol. 1, p. 315, 2005. [10]Wigle, V. R. and Fahnestock, L. A.; “Buckling-Restrained Braced Frame Connection Performance,” Journal of Constructional Steel Research, Vol. 66, No. 1, pp. 65–74, 2009. [11]Ju, Y. K.; Kim, M. H.; Kim, J. and Kim, S. D.; “Component Tests of Buckling-Restrained Braces with Unconstrained Length,” Journal of Engineering Structures, Vol. 31, No. 2, pp. 507–516, 2009. [12]Andrews, B. M.; Fahnestock, L. A. and Song, J.; “Ductility Capacity Models for Buckling-Restrained Braces,” Journal of Constructional Steel Research, Vol. 65, No. 8, pp. 1712–172, 2009. [13]Lopez, W. A. and Sabelli, R.; “Seismic Design of Buckling-Restrained Braced Frames,” Steel Tips, Structural Steel Educational Council, Research Report, 2004. [14] Sanam, S. and Foumani, M.; “Performance Evaluation of Buckling-Restrained Braced Frames According to the Geometric and Mechanical Properties of Coated Materials,” M.Sc. Thesis, Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran, 2006 (in Persian). [15]Zahraei, S. M. and Dehghani-Ranani, M.; “Use of Buckling-Restrained Braced Frames in Seismic Retrofitting of V–Baguette,” Journal of Engineering Department, Vol. 29, No. 3, 2011 (in Persian). [16]Housing and Urban Development Research Center (BHRC); “Iranian Code of Practice for Seismic Resistant Design of Buildings (Standard No. 2800),” 4th Edition, Annex No. 253, 2005 (in Persian). [17] Tasnimi, A. A. and Masoumi, A.; “Estimation of Response Modification Factors for RC-MRF Structures,” Building and Housing Research Center, R-436, 2006 (in Persian). [18]Maheri, M. R.; Kousari, R. and Razazan, M.; “Push‑over Tests on Steel X-braced and Kneebraced RC Frames,” Engineering Structures, Vol. 25, No. 13, pp. 1697–1705, 2003. [19]Abou-Elfath, H. and Ghobarah, A.; “Behaviour of Reinforced Concrete Frames Rehabilitated with Concentric Steel Bracing,” Canadian Journal of Civil Engineering, Vol. 27, No. 3, pp. 433–444, 2000. [20]Dehghan, F.; “Seismic Performance and Behavior Factor of Buckling Restrained Braced Reinforced Concrete Frames,” M.Sc. Thesis, Tarbiat Modares University, Tehran, Iran, 2010 (in Persian). [21]Jokar, H. R.; “Effect of Buckling-Restrained Braces on Seismic Behavior of Reinforced Concrete Frame,” M.Sc. Thesis, Yazd University, Yazd, Iran, 2008 (in Persian). [22]AISC; “Seismic Provision for Structural Steel Building,” ANSI/AISC 341–05. [23]Black, C. et al.; “Component Testing, Stability Analysis and Characterization of Buckling Restraining Unbonded Braces,” Pacific Erthquake Engineering Research Center College of Engineering, University of California, Berkeley, 2002. [24]Bureau of Dessimination and Promotion of National Building Regulations; “Iranian National Building Regulation Part-10, Design and Construction of Steel Buildings,” Iran Development Publisher, 2008 (in Persian). [25]Bureau of Dessimination and Promotion of National Building Regulations; “Iranian National Building Regulation Part-9, Design and Construction of Concrerte Buildings,” Publication of Iran Development, 2006 (in Persian). [26]Mazzoni, S.; McKenna, F.; Scott, M. and Fenves, G. L.; “OpenSees Command Language Manual,” University of California, Berkeley, 2007. [27]Management and Planning Organization; “Instruction for Rehabilitation of Existing Buildings,” No. 360, Tehran, Iran, 2014 (in Persian). | ||
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