پیوندهای مفید
آمار
| تعداد نشریات | 8 |
| تعداد شمارهها | 438 |
| تعداد مقالات | 5,652 |
| تعداد مشاهده مقاله | 7,695,871 |
| تعداد دریافت فایل اصل مقاله | 6,345,573 |
ارزیابی ضریب رفتار قابهای خمشی بتن مسلح نامنظم در ارتفاع با در نظر گرفتن اثر میانقاب بنایی | ||
| نشریه مهندسی عمران امیرکبیر | ||
| دوره 54، شماره 5، مرداد 1401، صفحه 2005-2030 اصل مقاله (1.97 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2021.20089.7340 | ||
| نویسندگان | ||
| عباس مرادی1؛ مهدی ایزدپناه* 2 | ||
| 1گروه عمران، موسسه آموزش عالی غیرانتفاعی جهاد دانشگاهی کرمانشاه، | ||
| 2گروه عمران، دانشکده مهندسی، دانشگاه صنعتی کرمانشاه، کرمانشاه، ایران | ||
| چکیده | ||
| اگر چه در تحلیل و طراحی قاب های ساختمانی، معمولاً از اثر میانقاب ها چشمپوشی میشود و این عناصر به عنوان اجزا غیرسازه ای در نظر گرفته می شوند، میانقاب ها می تواند رفتار لرزه ای قابهای ساختمانی را تحت تاثیر قرار دهند. امروزه طراحی و ساخت سازه های نامنظم در حال افزایش است. نظر به اهمیت ضریب رفتار، در طراحی ساختمان ها و عدم تفکیک این ضریب برای قاب های ساختمانی منظم و نامنظم در استانداردهای لرزهای، در این پژوهش، به بررسی اثر میانقاب بنایی روی ضریب رفتار قاب های خمشی بتن مسلح نامنظم در ارتفاع پرداخته شد. بدین منظور، قابهای 9،6،3 و12 طبقه با انواع متفاوتی از نامنظمی در ارتفاع در نظر گرفته شدند. این قاب ها یک بار بدون میانقاب و بار دیگر با پوشش تمام دهانهها با میانقاب های بنایی مدلسازی شدند و با استفاده از تحلیل دینامیکی افزایشی (IDA) تحت اثر 14رکورد زلزله، منحنی ظرفیت آنها استخراج شد و سپس ضریب رفتار این قاب ها، محاسبه گردید. نتایج نشان داد که قابهای دارای میانقاب، ضریب رفتار بزرگتر و عملکرد مطلوبتری در تحمل بار جانبی، نسبت به قاب های بدون میانقاب ارائه می کنند. در مورد قابهای منظم در نظر گرفته شده، لحاظ نمودن اثر میانقاب، بین 18 تا 25 درصد سبب افزایش ضریب رفتار شده است. در مورد قاب های نامنظم در نظر گرفته شده، کمترین و بیشترین درصد افزایش ضریب رفتار به دلیل در نظر گرفتن اثر میانقاب، برابر 3 و 25 درصد (قاب های سه طبقه)، 13 و 25 درصد (قاب های شش طبقه)، 18 و 25 درصد (قاب های نه طبقه) و 14 و 22 درصد (قاب های دوازده طبقه) می باشند. همچنین مقایسه ی ضریب رفتار قاب های منظم و نامنظم نشان می دهد که نامنظمی در ارتفاع سبب کاهش بین 14 تا 32 درصدی ضریب رفتار قاب های خمشی بتن مسلح می گردد. در ادامه، دو رابطه ی تقریبی برای محاسبه ی ضریب رفتار قابهای خمشی بتن مسلح با در نظر گرفتن اثر میانقاب و بدون لحاظ نمودن میانقاب ارائه گردید. مقایسه ضریب رفتارهای استخراج شده با استفاده از روابط پیشنهادی با مقادیر تحلیلی برای سه قاب نامنظم جدید، نشان می دهد که روابط ارائه شده دارای خطای کمتر از 7 درصد می باشند. | ||
| کلیدواژهها | ||
| میانقاب؛ ضریب رفتار؛ بتن مسلح؛ قاب نامنظم در ارتفاع؛ تحلیل دینامیکی افزایشی | ||
| موضوعات | ||
| رفتار لرزه ای | ||
| عنوان مقاله [English] | ||
| Evaluation of the behavior factor of vertically irregular moment resisting reinforced concrete frames considering the influence of masonry infill walls | ||
| نویسندگان [English] | ||
| Abas Moradi1؛ Mehdi Izadpanah2 | ||
| 1Department of Civil Engineering, Kermanshah ACECR Institute of Higher Education, Kermanshah, Iran | ||
| 2Department of civil engineering, Kermanshah university of technology, Kermanshah, Iran | ||
| چکیده [English] | ||
| Although infill panels are considered as non-structural elements in the analysis and design process of building frames, these members may significantly affect the seismic performance of the frames. Nowadays, the tendency to design and construct irregular buildings has increased. Behavior factor (BF) plays an important role in the seismic design of buildings. Seismic codes usually present the same BF for the regular and irregular lateral load-carrying systems. In this investigation, the influence of masonry infill walls on the behavior factor of the vertically irregular moment resisting reinforced concrete frames was evaluated. To do so, 3-, 6-, 9- and 12-story moment resisting reinforced concrete frames with various types of vertical irregularities were considered. These frames were assessed with/without considering the influence of infill walls. The capacity curves of the frames were derived using incremental dynamic analysis using 14 acceleration ground motions and then the BFs were achieved. Outcomes demonstrated that infilled frames present higher BFs and more efficient performance in lateral load-carrying rather than bare frames. For the regular frames, considering infill walls effects increased the behavior factor between 18 to 25%. For the irregular frames, due to considering the influence of infill walls, the highest and lowest enhancements of BFs were 3 to 25% (for 3-story frames), 13 to 25% (for 6-story frames), 18 to 25% (for 9-story frames) and 14 to 22% (for 12-story frames). Furthermore, comparing the BFs of regular and irregular frames indicated that vertical irregularity made 14 to 32% reduction in the BF of considered moment resisting reinforced concrete frames. Eventually, two approximate relations were developed to acquire the behavior factors of bare- and infilled- vertically irregular moment resisting reinforced concrete frames. Comparing the behavior factors achieved using the developed approximate relations and an analytical method for three new irregular frames showed that the error of the proposed relations was lower than 7%. | ||
| کلیدواژهها [English] | ||
| Infill panel, Behavior factor, Reinforced concrete, Vertically irregular frame, Incremental dynamic analysis | ||
| مراجع | ||
|
[1] T. Paulay, M.N. Priestley, Seismic design of reinforced concrete and masonry buildings, (1992). [2] S. Polyakov, „Masonry in Framed Buildings; An Investigations into the Strength and Stiffness of Masonry Infilling”, Moscow (In English translation), Fordította Caims GL 1963-ban, National Lending Library of Science and Technology, (1957). [3] E. Akın, E. Canbay, B. Binici, G. Özcebe, Testing and analysis of infilled reinforced concrete frames strengthened with CFRP reinforcement, Journal of reinforced plastics and composites, 30(19) (2011) 1605-1620. [4] M.M. Kose, Parameters affecting the fundamental period of RC buildings with infill walls, Engineering Structures, 31(1) (2009) 93-102. [5] A. Brodsky, O. Rabinovitch, D.Z. Yankelevsky, Effect of masonry joints on the behavior of infilled frames, Construction and Building Materials, 189 (2018) 144-156. [6] Q. Peng, X. Zhou, C. Yang, Influence of connection and constructional details on masonry-infilled RC frames under cyclic loading, Soil Dynamics and Earthquake Engineering, 108 (2018) 96-110. [7] A.D. Dautaj, Q. Kadiri, N. Kabashi, Experimental study on the contribution of masonry infill in the behavior of RC frame under seismic loading, Engineering Structures, 165 (2018) 27-37. [8] R. Allouzi, A. Irfanoglu, Development of new nonlinear dynamic response model of reinforced concrete frames with infill walls, Advances in Structural Engineering, 21(14) (2018) 2154-2168. [9] Z. Andrei, Influence of openings on the behaviour of masonry infill frames, In Proc., 2nd International Conference on Advances in Engineering Services and Applied Mathematics, (2014) 91-96. [10] C.B. de Carvalho Bello, G. Boscato, E. Meroi, A. Cecchi, Non-linear continuous model for three leaf masonry walls, Construction and Building Materials, 244 (2020) 118356. [11] H. Elwardany, A. Seleemah, R. Jankowski, Seismic pounding behavior of multi-story buildings in series considering the effect of infill panels, Engineering Structures, 144 (2017) 139-150. [12] M.L. Moretti, Seismic design of masonry and reinforced concrete infilled frames: a comprehensive overview, American Journal of Engineering and Applied Sciences, 8(4) (2015) 748. [13] A. Rooshenas, Comparing pushover methods for irregular high-rise structures, partially infilled with masonry panels, in: Structures, Elsevier, 2020, pp. 337-353. [14] S. Shan, S. Li, M.M. Kose, H. Sezen, S. Wang, Effect of partial infill walls on collapse behavior of reinforced concrete frames, Engineering Structures, 197 (2019) 109377. [15] T. Alam, K.M. Amanat, Seismic response of randomly infilled reinforced concrete frames with soft ground storey, Australian Journal of Civil Engineering, 18(2) (2020) 153-163. [16] P.G. Asteris, S. Antoniou, D.S. Sophianopoulos, C.Z. Chrysostomou, Mathematical macromodeling of infilled frames: state of the art, Journal of Structural Engineering, 137(12) (2011) 1508-1517. [17] M. Buitrago, E. Bertolesi, J. Sagaseta, P.A. Calderón, J.M. Adam, Robustness of RC building structures with infill masonry walls: Tests on a purpose-built structure, Engineering Structures, 226 (2021) 111384. [18] F.J. Crisafulli, A.J. Carr, Proposed macro-model for the analysis of infilled frame structures, Bulletin of the New Zealand society for earthquake engineering, 40(2) (2007) 69-77. [19] A. Furtado, H. Rodrigues, A. Arêde, Calibration of a simplified macro-model for infilled frames with openings, Advances in Structural Engineering, 21(2) (2018) 157-170. [20] A. Furtado, H. Rodrigues, A. Arêde, H. Varum, Simplified macro‐model for infill masonry walls considering the out‐of‐plane behaviour, Earthquake Engineering & Structural Dynamics, 45(4) (2016) 507-524. [21] M. Holmes, Steel frames with brickwork and concrete infilling, proceedings of the Institution of civil Engineers, 19(4) (1961) 473-478. [22] A. Jalaeefar, A. Zargar, Effect of infill walls on behavior of reinforced concrete special moment frames under seismic sequences, in: Structures, Elsevier, 2020, pp. 766-773. [23] A. Noorifard, M.R. Tabeshpour, F.M. Saradj, New approximate method to identify soft story caused by infill walls, in: Structures, Elsevier, 2020, pp. 922-939. [24] A. Saneinejad, B. Hobbs, Inelastic design of infilled frames, Journal of Structural Engineering, 121(4) (1995) 634-650. [25] S. Sattar, A.B. Liel, Seismic performance of nonductile reinforced concrete frames with masonry infill walls—I: development of a strut model enhanced by finite element models, Earthquake Spectra, 32(2) (2016) 795-818. [26] B.S. Smith, Lateral stiffness of infilled frames, Journal of the Structural Division, 88(6) (1962) 183-199. [27] H. Wu, L. Sui, J. Wang, T. Zhou, Cycle performance tests and numerical modeling of infilled CFS shear walls, Journal of Constructional Steel Research, 168 (2020) 106010. [28] A. Habibi, K. Asadi, Seismic performance of RC frames irregular in elevation designed based on Iranian seismic code, (2013). [29] A. Habibi, K. Asadi, Seismic performance of reinforced concrete moment resisting frames with setback based on Iranian seismic code, International Journal of Civil Engineering, 12(1) (2014) 41-54. [30] A. Habibi, K. Asadi, Development of drift-based damage index for reinforced concrete moment resisting frames with setback, International Journal of Civil Engineering, 15(4) (2017) 487-498. [31] G. Magliulo, R. Ramasco, R. Realfonzo, Seismic behaviour of irregular in elevation plane frames, in: Proceedings of the 12th European conference on earthquake engineering, 2002. [32] P. Sarkar, A.M. Prasad, D. Menon, Vertical geometric irregularity in stepped building frames, Engineering Structures, 32(8) (2010) 2175-2182. [33] G. Aranda, Ductility demands for R/C frames irregular in elevation, in: Proceedings of the eighth world conference on earthquake engineering, San Francisco, USA, 1984, pp. 559-566. [34] AR. Habibi and M. Ghasem fam, Evaluation of the behavior factor of vertically irregular moment resisting reinforced concrete frames designed according to standard 2800, 5th National Conference of Concrete, Iran, 2013, Tehran [35] BHRC, Iranian Code of Practice for Seismic Resistant Design of Buildings: Standard No. 2800 ,4th Edition, Building and Housing Research Center., ( 2015). [36] A. Reinhorn, H. Roh, M. Sivaselvan, S. Kunnath, R. Valles, A. Madan, C. Li, R. Lobo, Y. Park, IDARC2D Version 7.0: A Program for the Inelastic Damage Analysis of Structures (MCEER-09-0006), in, Multidisciplinary center for earthquake engineering research (MCEER …, 2009. [37] V.P. F.Mazzolani, Theory and design of seismic resistant steel frames. CRC Press., (1996). [38] C.-M. Uang, Establishing R (or R w) and C d factors for building seismic provisions, Journal of structural Engineering, 117(1) (1991) 19-28. [39] A.S. Whittaker, C.-M. Uang, V.V. Bertero, Earthquake simulation tests and associated studies of a 0.3-scale model of a six-story eccentrically braced steel structure, Earthquake Engineering Research Center, College of Engineering, University …, 1987. [40] UBC, Uniform Building Code, International Conference of Building Officials, Whittier, CA., (1994). [41] M. Izadpanah, A.R. Habibi, New spread plasticity model for reinforced concrete structural elements accounting for both gravity and lateral load effects, Journal of Structural Engineering, 144(5) (2018) 04018028. [42] J. Mander, B. Nair, Seismic resistance of brick-infilled steel frames with and without retrofit, TMS journal, (1994) 24-37. [43] T. C. Liauw and K. H. Kwan. Plastic theory of infilled frames with finite interface shear strength. Proceedings of the Institution of Civil Engineers 75, no. 4 (1983): 707-723. [44] T. C. Liauw and K. H. Kwan. PLASTIC THEORY OF NON INTEGRAL INFILLED FRAMES. Proceedings of the Institution of Civil Engineers 75, no. 3 (1983): 379-396. [45] C. Z. Chrysostomou and P. G. Asteris. On the in-plane properties and capacities of infilled frames. Engineering structures 41 (2012): 385-402. [46] A.Moradi, Evaluation of the behavior factor of vertically irregular moment resisting reinforced concrete frames considering the influence of infill panels. Kermanshah ACECR Institute of Higher Education, Kermanshah, Iran (in Persian), (2020). [47] N. Shome, Probabilistic seismic demand analysis of nonlinear structures, Stanford University, 1999. [48] T.L. Karavasilis, N. Bazeos, D. Beskos, Seismic response of plane steel MRF with setbacks: Estimation of inelastic deformation demands, Journal of Constructional Steel Research, 64(6) (2008) 644-654. [49] RA Fisher. Statistical methods for research workers. InBreakthroughs in statistics 1992 (pp. 66-70). Springer, New York, NY. | ||
|
آمار تعداد مشاهده مقاله: 1,068 تعداد دریافت فایل اصل مقاله: 1,305 |
||