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بررسی رفتار اتصال تیر فولادی با بال کاهش یافته به وسیله دریل به ستون بتن‌آرمه | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 6، دوره 54، شماره 12، اسفند 1401، صفحه 4551-4572 اصل مقاله (1.64 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2022.20694.7504 | ||
| نویسندگان | ||
| علی پروری* ؛ حامد براتعلی؛ فاطمه شاهرخی | ||
| دانشکده فنی مهندسی، واحد خمین، دانشگاه آزاد اسلامی،خمین، ایران | ||
| چکیده | ||
| قاب‌های خمشی مختلط ویژه نوع جدیدی از قاب‌های خمشی ویژه هستند که در آن‌ها از ترکیب ستون‌های بتنی و تیرهای فولادی استفاده می‌شود. در این پژوهش، نحوه مدل‌سازی این قاب‌ها و همچنین تأثیر رفتار اتصال بین تیر فولادی و ستون بتنی بررسی شده است. علاوه بر این چون هدف مطالعه بیشتر بر روی تشکیل مفصل است؛ سعی شده است با سوراخ کاری روی بال تیر رفتار این نوع اتصالات بررسی شود. برای مدل‌سازی از نرم‌افزار آباکوس استفاده شده است. برای اتصال یک، دو، سه تا پنج ردیف سوراخ در نظر گرفته شده است. با بررسی نتایج مشاهده شد که سه ردیف سوراخ در اتصال تیر به ستون از لحاظ تشکیل مفصل، توزیع تنش و نیروها از بقیه سوراخ‌ها مناسب‌تر است. در پنج ردیف سوراخ، کرنش پلاستیک تا ردیف چهار مشاهده شده است و در سوراخ پنجم کرنش پلاستیک تشکیل نشده است و این نشان از آن دارد که فاصله سوراخ کاری زیاد شده است و این سوراخ تاثیری در پخش یکنواخت‌تر تنش نداشته است. با بررسی نتایج کمی و عددی مدل‌ها مشاهده می‌شود که محدوده تغییرات لنگر خمشی از حدود 8 درصد تا 46 درصد بوده است و در مدل با سه ردیف سوراخ کاری کمترین مقدار و در مدل با یک ردیف سوراخ بیشترین لنگر رخ داده است. جذب انرژی نیز در محدود 4 تا 20 درصد متغیر بوده است. | ||
| کلیدواژه‌ها | ||
| اتصال فولادی؛ آباکوس؛ سوراخ دایره‌ای؛ تحلیل استاتیکی غیرخطی تاریخچه زمانی.ظرفیت برشی | ||
| موضوعات | ||
| ارزیابی آسیب پذیری لرزه ای؛ سازه های مرکب ( فولادی - بتنی) | ||
| عنوان مقاله [English] | ||
| Connection Behavior Analysis of Drilled Reduced Beam Flange and Reinforced Concrete Column | ||
| نویسندگان [English] | ||
| Ali Parvari؛ hamed baratali؛ fatemeh shahrokhi | ||
| Assistant Professor, Department of Civil Engineering, Khomein Branch, Islamic Azad University, Khomein, Iran | ||
| چکیده [English] | ||
| Composite special moment frames represent a novel type of special moment frames (SMFs) where a combination of concrete columns and steel beams is used. This paper evaluates the modeling of composite special moment frames and the behavior of the steel beam-concrete column connection. Due to the focus on hinge formation, the behavior of the connection with a hole drilled on the beam flange was analyzed. Numerical simulations were carried out in ABAQUS. The beam-column connection was subjected to one-five rows of holes. It was observed that the beam-column connection with three rows of holes had the optimal hinge formation behavior, stress distribution, and load. The connection with five rows of holes showed plastic strains in the first four rows, while the fifth row had no plastic strain. This suggests an increased drilling space since the fifth hole row did not contribute to the improvement of stress distribution uniformity. It was numerically found that the bending moment change varied from 8% to 46%; the model with three rows of holes had the lowest bending moment change, whereas the model with a single hole row showed the highest change in the bending moment. Moreover, energy absorption changed by 4-20%. | ||
| کلیدواژه‌ها [English] | ||
| Steel connection, ABAQUS, Circular hole, Nonlinear static time-history analysis, Shear capacity | ||
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| مراجع | ||
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[1] A. Plumier, The dog bone: back to the future, Engineering Journal-American Institute of Steel Construction, 34 (1997) 61-67. [2] M.D. Engelhardt, T. Winneberger, A.J. Zekany, T.J. Potyraj, The dogbone connection: Part II, Modern Steel Construction, 36(8) (1996) 46-55. [3] R. KANNNO, Strength, deformation, and seismic resistance of joints between steel beams and reinforced concrete columns, Doctor Dissertation presented to the Faculty of Graduate School of Cornell University.1993. [4] C.-M. Uang, Q.-S.K. Yu, S. Noel, J. Gross, Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch, Journal of Structural Engineering, 126(1) (2000) 57-68. [5] J. Qian, H. Yu, F. Yan, H. Dong, J. Li, Y. Liu, Experimental study on full-scale steel beam-to-column moment connections, Earthquake Engineering and Engineering Vibration, 4(2) (2005) 311-323. [6] K. Tsai, C.-Y. Chen, Performance of ductile steel beam-column moment connections, in: Eleventh World Conference on Earthquake Engineering, 1996. [7] S.J. Lee, S.E. Han, S.Y. Noh, S.-W. Shin, Deformation capacity of reduced beam section moment connection by staggered holes, in: International conference on sustainable building, Seoul, Korea, 2007. [8] M. Vetr, M. Miri, A. Haddad, Seismic behavior of a new reduced beam section connection by drilled holes arrangement (RBS_DHA) on the beam flanges through experimental studies, in: 15th world conference of earthquake engineering, Lisbon, Portugal, 2012. [9] N.R. Iwankiw, C.J. Carter, The dogbone: A new idea to chew on, Modern Steel Construction, 36(1) (1996) 18-23. [10] A. Zekioglu, H. Mozaffarian, C.-M. Uang, Moment frame connection development and testing for the city of hope national medical center, in: Building to Last, ASCE, 1997, pp. 100-104. [11] E.P. Popov, T.-S. Yang, S.-P. Chang, Design of steel MRF connections before and after 1994 Northridge earthquake, Engineering Structures, 20(12) (1998) 1030-1038. [12] F.-X. Li, I. Kanao, J. Li, K. Morisako, Local buckling of RBS beams subjected to cyclic loading, Journal of structural engineering, 135(12) (2009) 1491-1498. [13] W.-D. Wang, L.-H. Han, B. Uy, Experimental behaviour of steel reduced beam section to concrete-filled circular hollow section column connections, Journal of Constructional Steel Research, 64(5) (2008) 493-504. [14] W. Li, Q.-n. Li, W.-s. Jiang, L. Jiang, Seismic performance of composite reinforced concrete and steel moment frame structures–state-of-the-art, Composites Part B: Engineering, 42(2) (2011) 190-206. [15] X. Liang, G.J. Parra-Montesions, J.K. Wight, sesimic behavior of RCS beam-column-slab subassemblies designed following a connection deformation-based capacity designe Approach, in: 13th World Conference on Earthquake Engineering Vancouver, BC, Canada. Paper, 2004. [16] N. Sakaguchi, Shear capacity of beam-column connection between steel beams and reinforced concrete colunms. tekkin concrete chu to tekkotsuhari de doseisareru churyo setsugobu panel no sendan tairyoku, Nippon Kenchiku Gakkai Ronbun Hokokushu;(Japan), 428 (1991). [17] H. Kuramoto, I. Nishiyama, Seismic performance and stress transferring mechanism of through-column-type joints for composite reinforced concrete and steel frames, Journal of structural engineering, 130(2) (2004) 352-360. [18] R. Kanno, G.G. Deierlein, Design model of joints for RCS frames, Proceeding of Composite Construction in Steel and Concrete IV, Alberta, Canada, (2002) 947-958. [19] T.M. Sheikh, G.G. Deierlein, J.A. Yura, J.O. Jirsa, Beam-column moment connections for composite frames: Part 1, Journal of Structural Engineering, 115(11) (1989) 2858-2876. [20] H. NOGUCffl, K. Yonezawa, Analytical study on the shear performance of steel beam-R/C column connections in hybrid structures.1996. [21] R. Khosroshahi S, Keyvani A., Experimental Study of Welded Connection of Three Steel Beams to Lateral Reinforced Concrete Column.10th International Congress on Civil Engineering, (2015), University of Tabriz. [In Persian] [22] Shirasb S., Investigation of seismic behavior of steel beam connection to CFT column by end plate and the tendency of restraint passing through the column", Imam Khomeini International University, (2014). Qazvin - Faculty of Engineering. [In Persian] [23] N. Fanaie, S. Kazerani, S. Soroushnia, Numerical study of slotted web drilled flange moment frame connection, Journal of Numerical Methods in Civil Engineering, 1(3) (2017) 16-23. [24] Shadman Heidari P, Ahmadi Jazani, Investigation of seismic behavior of perforated wing joints with bean holes, Faculty of Engineering, Islamic Azad University, (2018), East Tehran Branch. [In Persian] [25] G. Pachideh, M. Gholhaki, M. Kafi, Experimental and numerical evaluation of an innovative diamond-scheme bracing system equipped with a yielding damper, Steel and Composite Structures, 36(2) (2020) 197-211. [26] G. Pachideh, M. Kafi, M. Gholhaki, Evaluation of cyclic performance of a novel bracing system equipped with a circular energy dissipater, in: Structures, Elsevier, 2020, pp. 467-481. [27] G. Pachideh, M. Gholhaki, A. Moshtagh, An Experimental study on cyclic performance of the geometrically prismatic concrete-filled double skin steel tubular (CFDST) columns, Iranian Journal of Science and Technology, Transactions of Civil Engineering, 45(2) (2021) 629-638. [28] G. Pachideh, M. Gholhaki, A. Moshtagh, Impact of temperature rise on the seismic performance of concrete-filled double skin steel columns with prismatic geometry, Journal of Testing and Evaluation, 49(4) (2020) 2800-2815. [29] M. Vajdian, A. Parvari, M. Afzali, Improvement of seismic performance of beam-column connection with replaceable drilled attachment parts, Periodica Polytechnica Civil Engineering, 64(4) (2020) 1202-1218. [30] E. Tavasoli, O. Rezaifar, A. Kheyroddin, Seismic performance of RC joints retrofitted by external diagonal bolts, Journal of Building Engineering, 46 (2022) 103691. [31] H.G. Samdani, S. Takahashi, R. Yoon, Y. Sanada, Strengthening seismically vulnerable reinforced concrete flat plate‐column connections by installing wing walls, Japan Architectural Review, 4(3) (2021) 442-454. [32] A. Parvari, S.M. Zahrai, S.M. Mirhosseini, E. Zeighami, Comparing cyclic behaviour of RBS, DFC and proposed rigid connections in a steel moment frame with CFT column, Australian Journal of Civil Engineering, 19(2) (2021) 164-183. [33] C.-T. Cheng, C.-C. Chen, Seismic behavior of steel beam and reinforced concrete column connections, Journal of constructional steel research, 61(5) (2005) 587-606. | ||
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