پیوندهای مفید
آمار
| تعداد نشریات | 9 |
| تعداد شمارهها | 446 |
| تعداد مقالات | 5,719 |
| تعداد مشاهده مقاله | 8,018,500 |
| تعداد دریافت فایل اصل مقاله | 6,527,296 |
مطالعه کمی و کیفی رابطه بین نیاز انرژی سیستم MDOF و ESDOF تحت اثر زلزله حوزه نزدیک گسل پالسگونه | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 20، دوره 53، شماره 6، شهریور 1400، صفحه 2601-2624 اصل مقاله (1.98 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2020.17466.6569 | ||
| نویسندگان | ||
| سیدعبدالنبی رضوی1؛ نوید سیا ه پلو* 2؛ مهدی مهدوی عادلی3 | ||
| 1گروه مهندسی عمران، دانشگاه آزاد اسلامی، واحد اهواز، اهواز، ایران | ||
| 2استادیار گروه مهندسی عمران، موسسه آموزش عالی جهاددانشگاهی، واحد خوزستان، اهواز، ایران | ||
| 3استادیار گروه مهندسی عمران، دانشگاه آزاد اسلامی، واحد اهواز، اهواز، ایران | ||
| چکیده | ||
| مطالعه کیفی و کمی رابطه بین نیازهای انرژی سیستم چند درجه آزاد، (MDOF) و سیستم یک درجه آزاد معادل، (ESDOF) به نحویکه حداکثر نیاز انرژی سیستم MDOF را به کمک نیاز انرژی ESDOF محاسبه نمود، هدف اصلی مقاله حاضر است. بدین منظور قابهای فولادی خمشی ویژه با تنوع طبقاتی مختلف طراحی و در برابر 10 زلزله نزدیک گسل دارای اثرات جهت پذیری پیشرونده تحلیل شدند. همین موضوع برای سیستم ESDOF و برای مقادیر مشخص R (اندازه غیرخطی شدگی) انجام گرفت. در ادامه برای تخمین رابطه انرژی سیستم ESDOF با MDOF نسبتهایی متناظر با کل انرژی تلف شده خطی و غیرخطی (TDE) و انرژی تلف شده چرخهای (HE) و میرایی (DE) معرفی گردید. نتایج نشان میدهد در سیستم ESDOF نسبت TDE غیرخطی به خطی و HE/TDE متاثر از پریود و R است. البته با افزایش پریود و R، نسبت مذکور به یک همگرا میشود. همین نتیجه بین TDE غیرخطی سیستم MDOF با TDE خطی سیستم ESDOF نیز مشاهده شد. به عبارتی برای پریودهای بلند میتوان از TDE خطی سازه ESDOF به جای MDOF استفاده نمود. به علاوه نسبت TDE غیرخطی سیستم MDOF به TDE غیرخطی سیستم ESDOF متاثر از مودهای بالاتر و پریود است به نحوی که برای R ثابت، با افزایش پریود نسبت مذکور عموما بزرگتر از یک به دست میآید. همچنین برای مقادیر کم R، تاثیر مودهای بالاتر بر نسبت انرژی تلف شده طبقه به کل انرژی تلف شده سازه قابل توجه بوده در حالی که با افزایش R سازه تمایل دارد کل انرژی تلف شده طبقات را در مود اول مستهلک نماید. | ||
| کلیدواژهها | ||
| تقاضای انرژی؛ سیستم MDOF؛ سیستم SDOF؛ زلزله نزدیک گسل پالسگونه؛ اثر مودهای بالاتر | ||
| موضوعات | ||
| دینامیک سازه؛ رفتار لرزه ای؛ زلزله های حوزه نزدیک | ||
| عنوان مقاله [English] | ||
| A Relationship between the Energy Demands of MDOF and Equivalent SDOF Systems under Pulse-Type Near-Fault Earthquakes | ||
| نویسندگان [English] | ||
| Seyed Abdonnabi Razavi1؛ Navid Siahpolo2؛ Mehdi Mahdavi Adeli3 | ||
| 1Department of Civil Engineering, Islamic Azad University, Ahvaz branch, Ahvaz, Iran | ||
| 2Assistant professor, ACECR Institute for higher education, Khuzestan branch, Ahvaz, Iran | ||
| 3Assistant Professor, Department of Civil Engineering, Islamic Azad University, Ahvaz branch, Ahvaz, Iran | ||
| چکیده [English] | ||
| The purpose of paper is qualitative and quantitative study of the relationship between the energy demand of multi-degree-of-freedom systems, MDOF, and equivalent-single-degree-of-freedom systems to calculate the total energy demand of the MDOF system using the ESDOF energy demand. For this purpose, multi-story special steel moment frames designed and analyzed under 10 near-fault earthquake with forward-directivity effects. Moreover, the process done for the ESDOF system considering specified values of R (degree of nonlinearity). Accordingly, linear and nonlinear total dissipated energy (TDE), hysteretic energy (HE), and damping energy (DE) ratios were introduced to estimate the relationship of the ESDOF and MDOF energy. Results shows that ratio of nonlinear to linear TDE and HE/TDE is affected by period and R in ESDOF system. However, as the period and R increase, the ratio converges to one. The same result was observed between the nonlinear TDE of the MDOF system and the linear TDE of the ESDOF system. In other words, ESDOF linear TDE can be used instead of MDOF for long periods. In addition, the nonlinear TDE of the MDOF system to the nonlinear TDE of the ESDOF system ratio is affected by higher modes and period, by increasing the period the ratio is generally greater than one for the constant R. Also the effect of higher modes on the ratio of total story dissipated energy to total structure dissipated energy was significant for low R values. With increasing R, the structure tends to damp all the dissipated energy in the first mode. | ||
| کلیدواژهها [English] | ||
| Energy demand, MDOF systems, SDOF systems, Pulse-type near-fault earthquake, higher modes effects | ||
| مراجع | ||
|
[1]F. H. Shargh and M. Hosseini, "An optimal distribution of stiffness over the height of shear buildings to minimize the seismic input energy," Journal of Seismology and Earthquake Engineering, vol. 13, no. 1, pp. 25-32, 2011. [2]C. M. Uang and V. V. Bertero, "Evaluation of seismic energy in structures," Earthquake Engineering & Structural Dynamics, vol. 19, no. 1, pp. 77-90, 1990. [3] G. W. Housner, "Limit design of structures to resist earthquakes," in Proc. of 1st WCEE, 1956, pp. 5.1-5.13. [4]S. Leelataviwat, S. C. Goel, and B. i. Stojadinovic, "Toward performance-based seismic design of structures," Earthquake spectra, vol. 15, no. 3, pp. 435-461, 1999. [5]M. R. Banihashemi, A. Mirzagoltabar, and H. Tavakoli, "Development of the performance based plastic design for steel moment resistant frame," International Journal of Steel Structures, vol. 15, no. 1, pp. 51-62, 2015. [6]S. C. Goel, W. C. Liao, M. Reza Bayat, and S. H. Chao, "Performance‐based plastic design (PBPD) method for earthquake‐resistant structures: an overview," The structural design of tall and special buildings, vol. 19, no. 1‐2, pp. 115-137, 2010. [7]A. Heidari and S. Gharehbaghi, "Seismic performance improvement of special truss moment frames using damage and energy concepts," Earthquake Engineering & Structural Dynamics, vol. 44, no. 7, pp. 1055-1073, 2015. [8]S. B. Kharmale and S. Ghosh, "Performance-based plastic design of steel plate shear walls," Journal of Constructional Steel Research, vol. 90, pp. 85-97, 2013. [9]P. Khashaee, J. L. Gross, P. Khashaee, H. S. Lew, B. Mohraz, and F. Sadek, Distribution of earthquake input energy in structures. US Department of Commerce, National Institute of Standards and Technology, 2003. [10]D. R. Sahoo and S.-H. Chao, "Performance-based plastic design method for buckling-restrained braced frames," Engineering Structures, vol. 32, no. 9, pp. 2950-2958, 2010. [11]N. Wongpakdee, S. Leelataviwat, S. C. Goel, and W.-C. Liao, "Performance-based design and collapse evaluation of buckling restrained knee braced truss moment frames," Engineering Structures, vol. 60, pp. 23-31, 2014. [12]J. J. Connor, A. Wada, M. Iwata, and Y. Huang, "Damage-controlled structures. I: Preliminary design methodology for seismically active regions," Journal of Structural Engineering, vol. 123, no. 4, pp. 423-431, 1997. [13]K. Ke, M. C. Yam, and S. Ke, "A dual-energy-demand-indices-based evaluation procedure of damage-control frame structures with energy dissipation fuses," Soil Dynamics and Earthquake Engineering, vol. 95, pp. 61-82, 2017. [14]R. Vargas and M. Bruneau, "Analytical response and design of buildings with metallic structural fuses. I," Journal of Structural Engineering, vol. 135, no. 4, pp. 386-393, 2009. [15]H. Benioff, "Mechanism and strain characteristics of the White Wolf fault as indicated by the aftershock sequence," Bull., Calif. Div. Mines, vol. 171, pp. 199-202, 1955. [16]S. A. Mahin, V. Bertero, A. Chopra, and R. Collins, "Response of the Olive View Hospital main building during the San Fernando earthquake," Report No. EERC, pp. 76-22, 1976. [17]V. V. Bertero, S. A. Mahin, and R. A. Herrera, "Aseismic design implications of near‐fault San Fernando earthquake records," Earthquake engineering & structural dynamics, vol. 6, no. 1, pp. 31-42, 1978. [18]J. F. Hall, T. H. Heaton, M. W. Halling, and D. J. Wald, "Near-source ground motion and its effects on flexible buildings," Earthquake spectra, vol. 11, no. 4, pp. 569-605, 1995. [19]H. Krawinkler, J. Anderson, V. Bertero, W. Holmes, and C. Theil Jr, "Steel buildings," Earthquake Spectra, vol. 12, no. S1, pp. 25-47, 1996. [20]N. Makris and C. J. Black, "Dimensional analysis of bilinear oscillators under pulse-type excitations," Journal of Engineering Mechanics, vol. 130, no. 9, pp. 1019-1031, 2004. [21]S. Doğru, B. Akşar, B. Akbaş, J. Shen ,and B. Doran, "Seismic Energy Demands of Inverted V-Braced Frames," In: Kasimzade A., Şafak E., Ventura C., Naeim F., Mukai Y. (eds) Seismic Isolation, Structural Health Monitoring, and Performance Based Seismic Design in Earthquake Engineering. Springer, Cham. [22]G. Hu, Y. Wang, W. huang, B. Li, and B. Lou, " Seismic mitigation performance of structures with viscous dampers under near-fault pulse-type earthquakes," Engineering Structures, vol. 203, 2020, https://doi.org/10.1016/j.engstruct.2019.109878. [23]F. Aliakbari, S. Garivani, and A. A. Aghakouchak, " An energy based method for seismic design of frame structures equipped with metallic yielding dampers considering uniform inter-story drift concept," Engineering Structures, vol. 205, 2020, https://doi.org/10.1016/j.engstruct.2019.110114. ]24[ مبحث ششم مقررات ملی ساختمان، بارهای وارد بر ساختمان, وزارت راه و شهرسازی, 1392. [25] آیین نامه طراحی ساختمان ها در برابر زلزله - استاندارد 2800 ویرایش 4, وزارت راه و شهرسازی, 1393. [26]I. Computers and Structures, Etabs 2016-extended 3D analysis of building systems, nonlinear, USA: Berkeley, California 94704, USA. []27] مبحث دهم مقررات ملی ساختمان، طرح و اجرای ساختمان های فولادی, وزارت راه و شهرسازی, 1392. [28]J. W. Baker, "Quantitative classification of near-fault ground motions using wavelet analysis," Bulletin of the Seismological Society of America, vol. 97, no. 5, pp. 1486-1501, 2007. [29]R. Pekelnicky, S. D. Engineers, S. Chris Poland, and N. D. Engineers, "ASCE 41-13: Seismic Evaluation and Retrofit Rehabilitation of Existing Buildings," Proceedings of the SEAOC, 2012. [30]F. E. M. Agency, "Improvement of nonlinear static seismic analysis procedures," FEMA 440, prepared by Applied Technology Council (ATC-55 Project), 2005. [31]G. Seneviratna, "Evaluation of inelastic MDOF effects for seismic design," Stanford University, 1997. [32]P. Fajfar and T. Vidic, "Consistent inelastic design spectra: hysteretic and input energy," Earthquake Engineering & Structural Dynamics, vol. 23, no. 5, pp. 523-537, 1994. [33]M. Gerami and D. Abdollahzadeh, "Estimation of forward directivity effect on design spectra in near field of fault," Journal of Basic and Applied Scientific Research, vol. 2, no. 9, pp. 8670-8686, 2012. [34]M. Gerami and D. Abdollahzadeh, "Numerical study on energy dissipation of steel moment resisting frames under effect of earthquake vibrations," Advances in Acoustics and Vibration, vol. 2014, 2014. | ||
|
آمار تعداد مشاهده مقاله: 1,088 تعداد دریافت فایل اصل مقاله: 1,299 |
||