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ارزیابی عملکرد لرزه‌ای سیستم‌های مهاربند واگرا بدون اعضا قطری | ||
| نشریه مهندسی عمران امیرکبیر | ||
| دوره 56، شماره 7، 1403، صفحه 865-884 اصل مقاله (1.55 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2024.22548.7992 | ||
| نویسندگان | ||
| فرید محمودی صاحبی1؛ علیرضا رهایی1؛ فرزاد حاتمی* 2 | ||
| 1دانشکده مهندسی عمران، دانشگاه صنعتی امیرکبیر، تهران، ایران | ||
| 2پژوهشکده سازه و زلزله، دانشگاه صنعتی امیرکبیر، تهران، ایران | ||
| چکیده | ||
| سیستم‌های مهاربند واگرا به واسطه شکل‌پذیری قابل قبول و سختی متناسبی که از خود نشان می‌دهند به عنوان یکی از سیستم‌های باربر در برابر بار جانبی در نظر گرفته می‌شوند. علی‌رغم محاسن این نوع سیستم‌ها آنها دارای معایبی نیز می‌باشند که نیاز به بهبود رفتار آنها را ضروری می‌سازد. یکی از این محدودیت‌ها عدم ایجاد فضای معماری کافی به خصوص در دهانه‌های کوتاه است. همین امر باعث استفاده از لینک‌های با طول بلند در دهانه‌های کوتاه می‌شود که از لحاظ عملکردی نسبت به لینک‌های با طول کوتاه جذب انرژی ضعیف‌تری دارند. محدودیت دیگر مهاربندهای واگرا، تعویض هزینه‌زا و زمان‌بر آنها است. ایده استفاده از لینک‌های قابل تعویض می‌تواند زمان و هزینه تعمیر و بازسازی سیستم را کاهش دهد. در این پژوهش ایده حذف المان مورب در مهاربندهای واگرا و افزایش عمق تیر خارج از لینک پیشنهاد می‌شود تا علاوه بر دست‌یابی به سختی متناسب، فضای معماری ارتقا یافته نیز برای طراحان فراهم گردد. همچنین با استفاده از اتصال قابل تعویض لینک به تیر اصلی، امکان تعمیر کم‌هزینه‌تر سازه پس از وقوع حادثه وجود خواهد داشت. در این تحقیق علاوه بر مطالعات آزمایشگاهی، ایده پیش‌گفته با استفاده از مدل‌های عددی نیز مورد بررسی قرار می‌گیرد. در همین راستا، برای یافتن نسبت بین افزایش ابعاد تیر خارج از لینک و سختی قاب، اقدام به مدل‌سازی عددی 572 نمونه با افزایش تدریجی ابعاد تیر قاب بدون مهاربند می‌گردد. در نهایت با استفاده از یادگیری ماشین رابطه‌ای بین افزایش ابعاد تیر و افزایش سختی قاب متناظر به منظور ارتقای میزان جذب انرژی و شکل‌پذیری سیستم پیشنهاد می‌گردد. | ||
| کلیدواژه‌ها | ||
| مهاربند واگرا؛ لینک برشی؛ دهانه کوتاه؛ مطالعه آزمایشگاهی؛ مدل‌سازی عددی | ||
| موضوعات | ||
| رفتار لرزه ای سازه فلزی | ||
| عنوان مقاله [English] | ||
| Seismic Evaluation of eccentrically braced frames without diagonal members | ||
| نویسندگان [English] | ||
| Farid Mahmoudi1؛ Alireza Rahai1؛ Hatami Farzad2 | ||
| 1Amirkabir university of technology | ||
| چکیده [English] | ||
| Eccentrically braced frames are one type of lateral load-bearing system due to their acceptable ductility and proportional stiffness. However, they have some limitations that need improvement. One limitation is insufficient architectural space creation, especially for short spans which leads to using link beams with intermediate and long lengths that have weaker energy absorption compared to links with short lengths. Another limitation is their costly and time-consuming replacement. To address these limitations, this research proposes removing diagonal elements from eccentrically braced frames and increasing beam depth outside links which provides more proportional stiffness and improved architectural space for designers. Additionally, using replaceable connections between links and main beams reduces repair costs after earthquakes. Numerical modeling was used to investigate this idea along with laboratory studies. Finally, the ratio between increased beam depth outside links and frame stiffness was found through numerical modelling samples with gradual increases in beam depth without braces. | ||
| کلیدواژه‌ها [English] | ||
| Eccentrically Braced Frame, Shear Link, Short Span, Experiment, Numerical Modelling | ||
| مراجع | ||
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[1] Roeder, C. W., & Popov, E. P. (1977). Inelastic behavior of eccentrically braced steel frames under cyclic loadings. NASA STI/recon technical report N, 78, 20375. [2] Roeder, C. W., & Popov, E. P. (1978). Eccentrically braced steel frames for earthquakes. Journal of the Structural Division, 104(3), 391–412. [3] Popov, E. P., & Bertero, V. V. (1980). Seismic analysis of some steel building frames. Journal of the Engineering Mechanics Division, 106(1), 75–92. [4] Hjelmstad, K. D., & Popov, E. P. (1983). Cyclic behavior and design of link beams. Journal of Structural Engineering, 109(10), 2387–2403. [5] Malley, J. O., & Popov, E. P. (1984). Shear links in eccentrically braced frames. Journal of structural engineering, 110(9), 2275–2295. [6] Kasai, K., & Popov, E. P. (1986). General behavior of WF steel shear link beams. Journal of Structural Engineering, 112(2), 362–382. [7] Ricles, J. M., & Popov, E. P. (1987). Dynamic analysis of seismically resistant eccentrically braced frames. University of California, Earthquake Engineering Research Center. [8] Engelhardt, M. D., & Popov, E. P. (1992). Experimental performance of long links in eccentrically braced frames. Structural Engineering, 118(11), 3067–3088. [9] AISC (American Institute of Steel Construction). (2016). “Seismic provisions for structural steel buildings.” AISC/ANSI 341-16. Chicago. [10] Engelhardt, M., & Popov, E. (1989). On design of eccentrically braced frames. Earthquake Spectra, 5(3), 495–511. [11] Mata, R., Nuñez, E., Calo, B., & Herrera, R. (2023). Seismic performance of eccentrically braced frames with short-links: IDA approach using chilean earthquakes. Journal of Building Engineering, 76, 107186. https://doi.org/https://doi.org/10.1016/j.jobe.2023.107186 [12] Li, S., Xu, T., Li, X., Liang, G., & Xi, H. (2023). Elastic stiffness and bearing mechanism of eccentrically braced steel frames. Structures, 55, 818–833. https://doi.org/https://doi.org/10.1016/j.istruc.2023.06.065 [13] Daneshmand, A., & Hashemi, B. H. (2012). Performance of intermediate and long links in eccentrically braced frames. Journal of Constructional Steel Research, 70, 167–176. [14] Azad, S. K., & Topkaya, C. (2017). A review of research on steel eccentrically braced frames. Journal of constructional steel research, 128, 53–73. [15] Mansouri, A. (2021). Development of a novel haunched link for eccentrically braced frames. Engineering structures, 245, 112870. [16] Ghobarah, A., & Ramadan, T. (1991). Seismic analysis of links of various lengths in eccentrically braced frames. Canadian Journal of Civil Engineering, 18(1), 140–148. [17] Chegeni, B., & Mohebkhah, A. (2014). Rotation capacity improvement of long link beams in eccentrically braced frames. Scientia Iranica, 21(3), 516–524. [18] Musbar. (2019). The Behavior of Modified Long Links with Supplemental Double Stiffeners on Eccentrically Braced Frames. In IOP Conference Series: Materials Science and Engineering (Vol. 536, p. 12095). [19] Berman, J. W., Okazaki, T., & Hauksdottir, H. O. (2010). Reduced link sections for improving the ductility of eccentrically braced frame link-to-column connections. Structural Engineering, 136(5), 543–553. [20] Keivan, A., & Zhang, Y. (2019). Seismic performance evaluation of self-centering K-type and D-type eccentrically braced frame systems. Engineering Structures, 184, 301–317. [21] Shen, Y., Christopoulos, C., Mansour, N., & Tremblay, R. (2011). Seismic Design and Performance of Steel Moment-Resisting Frames with Nonlinear Replaceable Links. Journal of Structural Engineering, 137(10), 1107–1117. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000359 [22] Mansour, N., Christopoulos, C., & Tremblay, R. (2011). Experimental Validation of Replaceable Shear Links for Eccentrically Braced Steel Frames. Journal of Structural Engineering, 137(10), 1141–1152. https://doi.org/10.1061/(ASCE)ST.1943-541X.0000350 [23] Bruneau, M., Chang, S. E., Eguchi, R. T., Lee, G. C., O’Rourke, T. D., Reinhorn, A. M., … Von Winterfeldt, D. (2003). A Framework to quantitatively assess and enhance the seismic resilience of communities. Earthquake Spectra, 19(4), 733–752. https://doi.org/10.1193/1.1623497 [24] Bruneau, M., & Reinhorn, A. M. (2006). Overview of the resilience concept. In 8th US National Conference on Earthquake Engineering. San Francisco. [25] Csa, C. (2009). CSA-S16-09: design of steel structures. Canadian Standards Association, Mississauga, Ontario, Canada. [26] Vetr, M. G., Ghamari, A., & Bouwkamp, J. (2017). Investigating the nonlinear behavior of Eccentrically Braced Frame with vertical shear links (V-EBF). Journal of Building Engineering, 10, 47–59. [27] Baradaran, M. R., Hamzezarghani, F., Ghiri, M. R., & Mirsanjari, Z. (2015). The effect of vertical shear-link in improving the seismic performance of structures with eccentrically bracing systems. International Journal of Civil and Environmental Engineering, 9(8), 1086–1090. [28] Zhuang, L., Wang, J., Nie, X., & Wu, Z. (2022). Experimental study on seismic behaviour of eccentrically braced composite frame with vertical LYP steel shear link. Engineering Structures, 255, 113957. https://doi.org/https://doi.org/10.1016/j.engstruct.2022.113957 [29] Nejati, F., Pouraminian, M., Zhian, M., & Ashkevary, M. (2022). Seismic performance of vertical link beam equipped with absorbing plates for creating rocking motion and directing damage. Journal of Building Pathology and Rehabilitation, 8(1), 7. https://doi.org/10.1007/s41024-022-00249-z [30] Stratan, A., & Dubina, D. (2004). Bolted links for eccentrically braced steel frames. Connections in Steel Structures V, 223–232. [31] Stratan, A., Dinu, F., & Dubina, D. (2010). Replacement of bolted links in dual eccentrically braced frames. In 14th European Conference on Earthquake Engineering. [32] Dubina, D., Stratan, A., & Chesoan, A. (2017). I. 11.20: Design recommendations for dual moment--eccentric braced frames with replaceable links. ce/papers, 1(2–3), 3414–3423. [33] Mortazavi, P., Lee, E., Binder, J., Kwon, O.-S., & Christopoulos, C. (2023). Large-scale experimental validation of optimized cast steel replaceable modular yielding links for eccentrically braced frames. Journal of Structural Engineering, 149(7), 4023071. [34] Mahmoudi, F., Dolatshahi, K. M., Mahsuli, M., Shahmohammadi, A., & Nikoukalam, M. T. (2016). Experimental Evaluation of Steel Moment Resisting Frames with a Nonlinear Shear Fuse. In Geotechnical and Structural Engineering Congress 2016 (pp. 624–634). Reston, VA: American Society of Civil Engineers. https://doi.org/10.1061/9780784479742.052 [35] Mahmoudi, F., Dolatshahi, K. M., Mahsuli, M., Nikoukalam, M. T., & Shahmohammadi, A. (2019). Experimental study of steel moment resisting frames with shear link. Journal of Constructional Steel Research, 154, 197–208. https://doi.org/10.1016/j.jcsr.2018.11.027 [36] Nikoukalam, M. T., & Dolatshahi, K. M. (2015). Development of structural shear fuse in moment resisting frames. Journal of Constructional Steel Research, 114, 349–361. https://doi.org/10.1016/j.jcsr.2015.08.008 [37] Harris, H. G., & Sabnis, G. (1999). Structural modeling and experimental techniques. CRC press. [38] Berman, J. W., & Bruneau, M. (2007). Experimental and analytical investigation of tubular links for eccentrically braced frames. Engineering Structures, 29(8), 1929–1938. https://doi.org/10.1016/j.engstruct.2006.10.012 [39] AISC (American Institute of Steel Construction). (2016). “Prequalified connections for special and intermediate steel moment frames for seismic applications.” ANSI/AISC 358-16. Chicago. [40] SIMULIA. (2014). Abaqus analysis user’s manual. The Dassault Systèmes, Realistic Simulation. USA. [41] Kaufmann, E., Metrovich, B., & Pense, A. (2001). Characterization of cyclic inelastic strain behavior on properties of A572 Gr. 50 and A913 Gr. 50 rolled sections. Retrieved from http://preserve.lehigh.edu/cgi/viewcontent.cgi?article=1013&context=engr-civil-environmental-atlss-reports | ||
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