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ارزیابی نیازهای لرزهای قاب بتن آرمه مسلح به دیوار برشی فولادی تحت زلزلههای متوالی | ||
| نشریه مهندسی عمران امیرکبیر | ||
| دوره 54، شماره 2، اردیبهشت 1401، صفحه 565-604 اصل مقاله (3.11 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2021.18999.7023 | ||
| نویسندگان | ||
| حمزه روحی1؛ مجید قلهکی* 2 | ||
| 1دانشکده مهندسی عمران، دانشگاه سمنان، سمنان، ایران. | ||
| 2دانشکده مهندسی عمران، دانشگاه سمنان، سمنان، ایران | ||
| چکیده | ||
| زلزلههای متوالی در مقایسه با زلزلههای منفرد اثرات نامطلوبی برروی سازهها از جمله تجمع آسیبهای سازهای و غیرسازهای داشته و به دلیل عدم فرصت کافی جهت بازسازی سازه، احتمال تخریب سازه افزایش پیدا میکند. در این تحقیق تاثیر پدیده توالی لرزهای بر سیستم نسبتا جدید قابهای خمشی بتن آرمه مسلح به دیوار برشی فولادی بررسی شده است. بر این اساس چهار قاب 4، 8 ،12 و24 طبقه که نمایندهای از سازههای کوتاه، متوسط، بلند میباشند، در نرمافزار المان محدود مدلسازی و در برابر چهار مجموعه شتابنگاشت منفرد و متوالی قرار گرفته و با انواع روشهای اعمال زلزلههای متوالی شامل روشهای واقعی (As Recorded)، تکراری (Back to Back) و تصادفی (Randomized) و تحت چهار مجموعه شتابنگاشت منفرد و متوالی تحت تحلیل دینامیکی غیرخطی قرار گرفتهاند. سناریوهای لرزهای مورد استفاده شامل زلزلههای متوالی بحرانی ثبت شده میباشد. تحلیل نشان داد که پریود غالب پسلرزه تاثیر مهمی در پاسخ سازه پس از زلزله اصلی دارد. توالی لرزهای واقعی، بیشینه نیاز دریفت طبقات را به طور متوسط 2 برابر و نیاز شکلپذیری را به طور متوسط 52/1 برابر نیاز نظیر آن در زلزله منفرد افزایش داده است. در توالی لرزهای مصنوعی به روش تکرار، بیشینه نیاز دریفت طبقات در مقیاسهای پسلرزه 1، 5/1 و 2 نسبت به زلزله اصلی به طور متوسط 2/1، 0/2 و 6/2 برابر تقاضای نظیر در زلزله منفرد میباشد. پسلرزهها ممکن است جهت و مقادیر تغییر مکانهای پسماند را در توالیهای لرزهای واقعی و مصنوعی تغییر دهند. در ادامه تحقیق معادله محاسبه تقاضای شکلپذیری توالی لرزهای استخراج شد. | ||
| کلیدواژهها | ||
| قاب خمشی بتن آرمه؛ دیوار برشی فولادی؛ توالی لرزه ای؛ دریفت؛ پس ماند. دینامیکی غیرخطی | ||
| موضوعات | ||
| رفتار لرزه ای؛ مقاوم سازی سازه های بتنی | ||
| عنوان مقاله [English] | ||
| Assessment of the Seismic Demands of Reinforced Concrete Frames Equipped with Steel Plate Shear Wall Under Sequence Earthquakes | ||
| نویسندگان [English] | ||
| Hamze Rouhi1؛ Majid Gholhaki2 | ||
| 1Department of Civil Engineering, Semnan University, Semnan, Iran | ||
| 2Department of Civil Engineering, Semnan University, Semnan, Iran | ||
| چکیده [English] | ||
| Sequential earthquakes have severe destruction on structures, including the accumulative structural and nonstructural damage, compared to single earthquakes and due to the lack of sufficient opportunity to repair of the structure, the possibility of structural damage increases. In this research, the effect of seismic sequence on the relatively new system of reinforced concrete frames equipped with steel plate shear walls has been investigated. Based on this, four systems of 4, 8, 12 and 24 stories, which represent short, intermediate, tall, are modeled in finite element software and subject to four sets of the single and sequential earthquakes and with a variety of application methods. Sequential earthquakes, including real, repetitive and randomized methods, are subjected to non-linear dynamic analysis under four sets of single and sequential acceleration. The seismic scenarios used include sequential recorded critical earthquakes. The analysis showed that the predominant period of the aftershock significantly influences the post main shock response. Real seismic sequence increases the ratio of peak inter-story drift by an average of 2 times the similar demand in a single earthquake and increases the ratio of maximum ductility demand by 1.52 times in the structure. In artificial sequence, the ratio of peak maximum inter-story drift demand increase is in 100%, 150% and 200% aftershocks. In the iteration method, it is equal to 1.2, 2.0 and 2.6 times the single earthquake. Aftershocks may change the direction and magnitude of residual displacement in real and artificial seismic sequences. Continuation of the equation to calculate the demand for seismic sequence ductility was extracted. | ||
| کلیدواژهها [English] | ||
| Reinforced concrete frame, Steel plate shear wall, Seismic sequence, Drift, Residual, Non-linear dynamics | ||
| مراجع | ||
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[1] Y. Dong, D.M. Frangopol, Risk and resilience assessment of bridges under mainshock and aftershocks incorporating uncertainties, Engineering Structures, 83 (2015) 198-208. [2] H. Gavin and W. David, “The 03/11/2011 Mw9.0 Tohoku, Japan Earthquake.” U.S. Geological Survey, National Earthquake Information Center (2011). [3] C.H. Zhai, E.P. Wen, s. Li& L.L. Xie. “The influences of seismic sequence on the inelastic SDOF System”; Institute of Engineering Mechanics (2012). [4] Hatzivassiliou. M, Hatzigeorgiou. G.D, “Seismic sequence effects on three-dimentonal reinforced concrete buildings”; Soil Dynamics and Earthquake Engineering, 72 77-88 (2015). [5] Omori, F, “ On the after-shocks of earthquakes”; The journal of the College of Science 7:2,111-200 (1894). [6] Mahin, S. A. “Effects of duration and aftershocks on inelastic design earthquakes”; The seventh world conference on earthquake engineering. Vol. v: 677-680, (1980). [7] Elnashi, A. S., Bommer, J. J. and Martinez-Pereira, A. “Engineering implications of strong-motion records from recent earthquakes”; Proc. Of eleventh European Conference on Earthquake Engineering, Paris, France, CD-ROM, (1998). [8] Mary Beth D. Hueste, Jong-Wha Bai. "Seismic retrofit of a reinforced concrete flat-slab structure"، Part I, seismic performance evaluation. Engineering Structures 29 page 1165–1177, (2007). [9] Amadio. C, Fragiacomo. M, Rajgelj S. “The effects of repeated earthquakes groundmotions on the non-linear response of SDOF system”; Earthquake Engineering and Structure Dynamics; 32(2):291-308 (2003). [10] Das, S., Gupta, V. K., and Srimahavishnu, V “Damage-based design with no repairs for multiple events and its sensitivity to seismicity model”; Earthquake Engineering and Structural Dynamic 36:3, 307-325. (2007). [11] Iancovivi, M. and Georgiana, I. “Evaluation of the inelastic demand of structures subjected to multiple ground motions”; Structural Engineering 42,143-154(2007). [12] Hatzigeorgiou, G. D, and Beskos, D. E. “Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes”; Engineering Structures 31:11, 2744-2755(2009). [13] Hatzigeorgiou, G. D. “Behavior factors for nonlinear structures subjected to multiple near-fault earthquake”; Computers and Structures 88:5-6,309-321(2010). [14] Hatzigeorgiou, G. D. “Ductility demand spectra for multiple nearand far-fault earthquakes”; Soil Dynamics and Earthquake Engineering 304,170-183(2010). [15] Moustafa, A., and Takewaki, I. “Response of linear single-degree-of-freedom structures to random acceleration sequences”; Engineering Structures 33:4, 1251-1258(2011). [16] Hatzigeorgiou, G. D, and Liolios AA. “Nonlinear behavior of RC frame under repeated strong ground motions”, Soil Dyn Earthquake Engineering:30:1010-25 (2010). [17] Garcia R., and Negrete-Manriquez C. "Evaluation of drift demands in existing steel frames under as-recorded far-field and near-fault mainshock-aftershock seismic sequences", Engineering Structures, Vol. 33, No.2, 621-634 (2011). [18] Efraimiadou S, Hatzigeorgiou GD, Beskos DE. “Structural pounding between adjacent buildings subjected to strong ground motions”; Structural Engineering Report 215, Department of Civil and Environmental Engineering University of Alberta, Edmonton, Alberta, Canada, (1997). [19] Di Sarno L. “Effects of multiple earthquakes on inelastic structural response”; Journal of Structural Engineering; 56:673-81(2013). [20] Abdelnaby A, Elnashai A. “Performance of degrading reinforced concrete frame systems under Tohoku and Christchurch earthquake sequence”; Earthquake Engineering; 18(7):1009-36 (2014). [21] J. Shin, J. Kim, K. Lee, Seismic assessment of damaged piloti-type RC building subjected to successive earthquakes, Earthquake Engineering & Structural Dynamics, 43(11) 1603-1619 (2014). [22] Hatzivassiliou. M, Hatzigeorgiou. G.D, “Seismic sequence effects on three-dimentonal reinforced concrete buildings”; Soil Dynamics and Earthquake Engineering, 72 77-88 (2015). [23] S. Reza.Salimbahrami, M. Gholhaki, Analytical study to evaluate the effect of higher modes of reinforced concrete moment-resisting frames with thin steel shear wall under simple pulse, Advanced in Structural Engineering, (2018) 1-15. [24] Astaneh-Asl, A, “Seismic Behavior and Design of Steel Shear Walls”; Steel Technical Information and Product Services Report, Structural Steel Educational Council, Moraga, CA (2001). [25] Tarkan, G., Yavuz, S. T., Hasan, K., Z., and Salih, Y., “Strenghening of reinforced concrete structures with external steel shear walls”; Journal of Constructional Steel Research, Vol. 70, No. 1, pp.226-235 (2012). [26]- Choi, I. and Park, H ”Cyclic Loading Test for Reinforced Concrete Frame with Thin Steel Infill Plate” J. Struct. Eng., 137(6), 654–664 (2011). [27] Mazzoni,S.,el al.; “ OpenSees command language manual” ; Pacific Earthquake Engineering Research (PEER) Center (2006). [28] Sabouri S “Introduction to steel plate shear walls”. Nashr Anghize Publications (2000). (In Persian) [29]Stafford Smith, Alex Coull, Translate by haji kazemi,”Tall Building”.’ In: Tall Building Structures: Analysis and Design (In Persian) (1991). [30] Iranian National Building Code. Applied Loads on Buildings. Part 6. Tehran, Iran: Ministry of Roads & Urban Development; (2013). (In Persian) [31] Iranian National Building Code. Design and Implement of Concrete Buildings. Part 9. Tehran, Iran: Ministry of Roads & Urban Development; (2013). (In Persian) [32] Code IS. Iranian Code of Practice for Seismic Resistant Design of Buildings 2800. 4th ed. Tehran, Iran: Ministry of Roads & Urban Development; (2014). (In Persian) [33] American Society of Civil Engineers (ASCE). (2014). “Minimum Design Loads for Buildings and Other Structures”. ASCE07-2010. [34] Garcia R. "Mainshock-Aftershock ground motion features and their influence in buildings seismic response ", Journal of Earthquake Engineering, Vol. 16, pp-719-737(2012). [35] Faisal A., Majid T.A. and Hatzigeorgiou G.D. "Investigation of story ductility demands of inelastic concrete frames subjected to repeated earthquakes", Soil Dynamics and Earthquake Engineering, Vol.44, pp-42-53(2013). [36] G.G.Amiri,F.M.Dana,Introduction of the most suitable parameter for selection of critical earthquake, Computers & Structures, 83(8)(2005) 613-626. [37] Vamvatsikos, D. and Cornell. C.A “Incremental dynamic analysis,” Earthquake Engineering. And Dynamic structures, 31(3), pp 491-512., (2002). [38] Seismosignal, Ver. 2.1, University of Berkley California, USA, (2001). [39] Miranda E. “Evaluation of site-dependent inelastic seismic design spectra”; Structural Engineering, ASCE 1993;119:1319-38. [40] Garcia R., Marin M.V. and Gilmore A.T. (2014), "Effect of seismic sequences in reinforced concrete frame buildings located in soft-soil sites", Soil Dynamics and Earthquake Engineering, Vol. 63, pp-56-68. [41] Zhai C.H., Wen W.P., Li S., Chen Z., Chang Z. and Xie L.L. (2014), "The damage investigation of inelastic SDOF structure under the mainshock–aftershock sequence-type ground motions", Soil Dynamics and Earthquake Engineering, Vol. 59, pp-30-41. [42] Zhai C.H., Wen W.P., Chen Z., Li S. and Xie L.L. (2013), "Damage spectra for the mainshock–aftershock sequence-type ground motions", Soil Dynamics and Earthquake Engineering, Vol. 45, pp-1-12. [43] Ghodrati Amiri G., Rajaei Lak H., Rajabi E. (2018),“Effects of Seismic Sequence on Increased Response of Concrete Moment Frames with and without Shear Wall”; Amirkabir Journal of Civil Engineering, Vol. 50, pp-845-854. | ||
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