پیوندهای مفید
آمار
| تعداد نشریات | 7 |
| تعداد شمارهها | 399 |
| تعداد مقالات | 5,376 |
| تعداد مشاهده مقاله | 5,133,934 |
| تعداد دریافت فایل اصل مقاله | 4,759,642 |
ارزیابی فروریزش قاب های خمشی فولادی بر اساس توسعه ی مفاصل پلاستیک | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 10، دوره 52، شماره 11، بهمن 1399، صفحه 2809-2830 اصل مقاله (1.62 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2020.16177.6146 | ||
| نویسندگان | ||
| وحید صابری* 1؛ حمید صابری2؛ عباسعلی صادقی3 | ||
| 1استادیار گروه عمران دانشگاه ایوانکی | ||
| 2استادیار دانشکده عمران دانشگاه ایوانکی، سمنان، ایران | ||
| 3گروه عمران، دانشکده مهندسی، واحد مشهد، دانشگاه آزاد اسلامی، مشهد، ایران | ||
| چکیده | ||
| فروریزش ساختمان سطحی از عملکرد سازه است که در آن میزان صدمات جانی و مالی به حداکثر خود میرسد، لذا این رخداد میتواند ناگوارترین حادثه در صنعت ساختوساز باشد. در این تحقیق، سه قاب خمشی فولادی 3 ، 6 و 9 طبقهی منظم با شکلپذیری ویژه بر اساس ضوابط آییننامهای با استفاده از نرمافزار ETABS طراحی و سپس فروریزش قاب های مذکور توسط تحلیل های غیرخطی استاتیکی بار افزون و دینامیکی افزایشی (IDA )با استفاده از نرم افزار SeismoStruct مورد ارزیابی قرارگرفته است. از تحلیلهای غیرخطی بار افزون با سه الگوی مختلف بار جانبی به منظور تعیین موقعیت محتمل مفاصل پلاستیک در لحظهی فروریزش استفاده شده است تا بتوان با بهرهگیری از آنها، مکانیسمهای خرابی محتمل قابهای مذکور را مشخص نمود و از تحلیلهای دینامیکی غیرخطی افزایشی به منظور ارزیابی شدتهای لرزهای متناظر با شکلگیری هر یک از مکانیسمهای خرابی استفاده شده است. بدین ترتیب، شدت زلزله و مقادیر پاسخ دریفت متناظر با فروریزش قابهای موردمطالعه محاسبه گردیده و برای انجام تحلیلهای دینامیکی غیرخطی از 10 رکورد حوزهی دور از گسل استفاده شده است. نتایج این تحقیق نشان میدهد که فروریزش قابهای موردمطالعه تحت رکوردهای دور از گسل در دریفتها و شدتهای لرزهای مختلف رخ میدهد و مقدار دریفت نسبی معادل حد فروریزش بین 2 تا 5 درصد متغیر است و همچنین مشخص شد که ظرفیت فروریزش در قابهای 3 و 6 طبقه در روش بار جانبی یکنواخت بیشتر و به ترتیب معادل g 3/3 و g 3/4 میباشد و در قاب 9 طبقه، ظرفیت فروریزش در روشهای بار جانبی مد اول و خطی بیشتر و معادل g 5/2 است. | ||
| کلیدواژهها | ||
| فروریزش؛ مفاصل پلاستیک؛ قاب خمشی فولادی ویژه؛ تحلیل های غیرخطی؛ رکورد حوزه ی دور از گسل | ||
| موضوعات | ||
| ارزیابی آسیب پذیری لرزه ای؛ دینامیک سازه؛ زلزله های حوزه دور؛ منحنی شکنندگی | ||
| عنوان مقاله [English] | ||
| Collapse Assessment of Steel Moment Frames Based on Development of Plastic Hinges | ||
| نویسندگان [English] | ||
| Vahid Saberi1؛ hamid saberi2؛ Abbasali Sadeghi3 | ||
| 1Assistant Professor, Department of Civil Engineering, University of Eyvanekey, Semnan, Iran | ||
| 2Assistant Professor, Department of Civil Engineering, University of Eyvanekey, Semnan, Iran | ||
| 3Department of Civil Engineering, Engineering Faculty, Mashhad Branch, Islamic Azad University, Mashhad, Iran | ||
| چکیده [English] | ||
| Building collapse is a level of the structure performance in which the amount of financial and life loss is maximized, so this event could be the worst incident in the construction. In this study, the collapse of low and mid-rise Regular special steel moment frames with 3, 6, and 9 story were designed by ETABS according to code guidelines and then the collapse of mentioned frames has been evaluated by nonlinear static pushover and incremental dynamic (IDA) analyses with SeismoStruct. The nonlinear static pushover analyses with three lateral load patterns were used to determine the likely location of the plastic hinges at the moment of probable failure mechanism for the mentioned frames and the nonlinear incremental dynamic analyses were used to assess the seismic intensities corresponding to form each failure mechanisms. Thus, the intensity of earthquake and the values of drift corresponding to the failure of studied frames were calculated. To perform nonlinear dynamic analyses, 10 far-fault records were used. The results of this study showed that the collapse of studied frames occurs under the far-fault records in different drifts and seismic intensities and the value of relative drift equivalent to the collapse limit varies from 2 to 5 percentage and It was also found that the collapse capacity of 3 and 6-story frames is 3.3 g and 3.4 g respectively in the uniform lateral load method and in 9-story frame, the collapse capacity of the first mode and linear lateral load methods is more and equals to 2.5 g. | ||
| کلیدواژهها [English] | ||
| Collapse, Plastic Hinges, Special Steel Moment Frame, Nonlinear Analyses, Far-Fault Record | ||
|
سایر فایل های مرتبط با مقاله
|
||
| مراجع | ||
|
[1] D.G. Lignos, H. Krawinkler, Development and Utilization of Structural Component Databases for PerformanceBased Earthquake Engineering. Journal of Structural Engineering, 139 (8) (2012) 1382-1394. [2] D.V. Steward, Systems analysis and management: Structure, strategy, and design, Petrocelli Books, (1981). [3] L.e.a. Eads, An efficient method for estimating the collapse risk of structures in seismic regions, Earthquake Engineering & Structural Dynamics, 42(1) (2013) 5-41. [4] Commentary of Instruction for seismic Rehabilitation of Existing Buildings NO: 360. (In Persian). [5] FEMA 356. Pre-Standard and Commentary for the seismic Rehabilitation of Buildings. Washington D.C. Federal Emergency Management Agency, USA. (2000). [6] BHRC. Iranian code of practice for seismic resistant design of buildings. Tehran: Building and Housing Research Centre, Standard No. 2800. (2014). (In Persian). [7] H. Krawinkler, R. Medina, B. Alavi, Seismic drift and ductility demands and their dependence on ground motions. Engineering Structures, 25(5) (2003) 637-653. [8] W. Iwan, Drift spectrum: measure of demand for earthquake ground motions. Structural Engineering, 123(4) (1997) 397-404. [9] E. Miranda, S.D. Akkar, Generalized interstory drift spectrum. Structural Engineering, 132(6) (2006) 840852. [10] D. Yang, J. Pan, G. Li, Interstory drift ratio of building structures subjected to near-fault ground motions based on generalized drift spectral analysis, Soil Dynamics and Earthquake Engineering, 30(11) (2010) 1182-1197. [11] A.a.E.M. Alonso-Rodríguez, Assessment of building behavior under near-fault pulse-like ground motions through simplified models. Soil Dynamics and Earthquake Engineering, 79 (2015) 47-58. [12] B. Shafei, F. Zareian, D. G. Lignos, A simplified method for collapse capacity assessment of moment-resisting frame and shear wall structural systems. Engineering Structures, 33(4) (2011) 1107-1116. [13] M. Dana, A. Cussen, Y.N. Chen, C. Davis, M. Greer, J. Houston, P. Littler, A. Roufegarinejad, Effects of the seismic vertical component on structural behavior–an analytical study of current code practices and potential areas of improvement, Tenth U.S. National Conference on Earthquake Engineering, Frontiers of Earthquake Engineering, Anchorage, Alaska, (2014). [14] M.H.C.a.A.N. Afarani, Seismic Response of Mass Irregular Steel Moment Resisting Frames )SMRF( According to Performance Levels from IDA Approach, Gazi University Journal of Science, 25(3) (2012) 751-760. [15] E. Fereshtehnejad, M. Banazadeh and A. Shafieezadeh, System reliability-based seismic collapse assessment of steel moment frames using incremental dynamic analysis and Bayesian probability network. Engineering Structures, 118 (2016) 274-286. [16] D.G. Lignos, and Krawinkler, H. Side-sway collapse of deteriorating structural systems under seismic excitations. Report no. TB 172. Stanford )CA(: John A. Blume Earthquake Engineering Research Centre. Department of Civil and Environmental Engineering, Stanford University, (2009) 1-12. [17] F.M. Nazri, P.Y. Ken, Seismic performance of moment resisting steel frame subjected to earthquake excitations. Front. Struct. Civ. Eng. 8 (2014) 19-25. [18] L. Eides, and D.G. Lignos, Effects of Connection Fractures of Steel Moment Frames Subjected to Earthquakes. Journal of Structural Engineering, 160(2) (2015) 40-59. [19] Y. Bai, Y. Shi, K. Deng, Collapse analysis of high-rise steel moment frames incorporating deterioration effects of column axial force – bending moment interaction. Journal of Engineering Structures, 127 (2016) 402-415. [20] A. Elkady, and D. G. Lignos, Full-Scale Cyclic Testing of Deep Slender Wide-Flange Steel Beam-Columns under Unidirectional and Bidirectional Lateral Drift Demands. 16th World Conference on Earthquake Engineering (16WCEE), Santiago, Chile, num. 944, (2017). [21] Y. Suzuki, and D. G. Lignos, Large Scale Collapse Experiments of Wide Flange Steel Beam-Columns. Proceedings of the 8th International Conference on Behavior of Steel Structures in Seismic Areas )STESSA(, Shanghai, China, (2017). [22] R. Vahdani, M. Gerami, M. Razi, Seismic Vulnerability Assessment of Steel Moment-Resisting Frames Based on Local Damage, Earthquake and Tsunami, 11(5) (2017). [23] M. Khorami, M. Khorami, H. Motahar, M. Alvansazyazdi, M. Shariati, A. Jalali, & M.M. Tahir, Evaluation of the seismic performance of special moment frames using incremental nonlinear dynamic analysis. Structural Engineering & Mechanics, 63(2) (2017) 259-268. [24] Hazus, Earthquake loss estimation methodology, Technical Manual, National Institute of Building Sciences for Federal Emergency Management Agency, Washington, DC, MR3 Edition. (2008). [25] R. Rakshe, U. Kalwane, International Journal of Advance Research, Ideas and Innovations in Technology, Incremental dynamic analysis and static pushover analysis of existing RC framed buildings using the SeismoStruct software, 4(2) (2018). [26] FEMA P 695. Quantification of Building Seismic Performance Factors. Washington, D.C. Federal Emergency Management Agency, USA, (2009). [27] M. Gerami, Mashayekhi, A.H, and Siahpolo, N., Assessment of different pushover methods to estimate seismic inelastic demands of SMRFs, Amirkabir J.Civil Eng. 49(3) (2017) 419-430. (In Persian). [28] Applied Technology Council, Seismic Evaluation and Retrofit of Concrete Building, Report ATC-40. Redwood City, (1996). [29] S.A. R. Pinho, A displacement-based adaptive pushover algorithm for assessment of vertically irregular frames, Proceedings of the Fourth European Workshop on the Seismic Behaviour of Irregular and Complex Structures, (2005). [30] R. Abbasnia, M.M. Maddah and A. Tajik Davoudi. Capacity curve estimation of reinforced concrete frames with a novel adaptive pushover method, Proceedings of the 4th International Conference on Seismic Retrofitting, Tabriz, Iran, (2012). (In Persian). [31] A.M Mwafy, A.S Elnashai, Static pushover versus dynamic collapse analysis of RC buildings. Engineering Structures, .424-704 (1002) (5)32 [32] V. Saberi, T. Salehi Shahrabi, H. Saberi, and M. Ahmad vand, Effect of soft ground story on the collapse possibility of the moment resistance frames under near and far-fault earthquakes. Modares Civil Engineering, 18(2) (2019) 159-168. (In Persian). [33] J.W. Baker, Efficient analytical fragility function fitting using dynamic structural analysis, Earthquake Spectra, 31(1) (2015) 579-599. [34] D.G Lignos, T. Hikino, Y. Matsuoka and M. Nakashima, Collapse Assessment of Steel Moment Frames Based on E-Defense Full-Scale Shake Table Collapse Tests. Journal of Structural Engineering, 139(6) (2013) 120-132. [35] Next Generation Attenuation of Ground Motions (Nga( Project. http://Peer.Berkeley. Edu\nga\ )Accessed 10 October 2006). [36] INBC. Design and Construction of Steel Structures. Tehran: Ministry of Housing and Urban Development, Iranian National Building Code, Part 10. (2013). (In Persian). [37] INBC. Design Loads for Buildings. Tehran: Ministry of Housing and Urban Development, Iranian National Building Code, Part 6. (2013). (In Persian). [38] Habibullah, A. SAP-Three Dimensional Analysis of Building Systems. Manual. Computers and Structures Inc., Berkeley, California. (2018). https://www.csiamerica. com/ [39] SeismoStruct, A computer program for static and dynamic nonlinear analysis of framed structures, SeismoSoft's Ltd. (2018). https://www.seismosoft.com/ [40] K. Suita, S. Yamada, M. Tada, K. Kasai, Y. Matsuoka, and E. Sato, E-Defense tests on full-scale steel buildings: Part 2 − Collapse experiments on moment frames. Proc. Structures Congress, ASCE, Long Beach. (2007) 247-18. [41] L. F. Ibarra, and H. Krawinkler, Global collapse of frame structures under seismic excitations. Report No. PEER 2005/06, Pacific Earthquake Engineering Research Centre, University of California at Berkeley, Berkeley, California. (2005).
| ||
|
آمار تعداد مشاهده مقاله: 789 تعداد دریافت فایل اصل مقاله: 1,176 |
||
