پیوندهای مفید
آمار
| تعداد نشریات | 21 |
| تعداد شماره‌ها | 663 |
| تعداد مقالات | 9,687 |
| تعداد مشاهده مقاله | 68,924,656 |
| تعداد دریافت فایل اصل مقاله | 48,452,968 |
تحلیل خرابی پیش رونده سیستم قاب خمشی دارای ستون‌های صلیبی نیمه مدفون در بتن | ||
| مدل سازی در مهندسی | ||
| دوره 19، شماره 64، اردیبهشت 1400، صفحه 117-127 اصل مقاله (1.19 M) | ||
| نوع مقاله: مقاله عمران | ||
| شناسه دیجیتال (DOI): 10.22075/jme.2020.19699.1851 | ||
| نویسندگان | ||
| اشکان خدابنده لو* 1؛ احسان حاتمی لورزینی2 | ||
| 1استادیار، گروه مهندسی عمران، واحد ارومیه، دانشگاه آزاد اسلامی، ارومیه، ایران | ||
| 2دانشجوی دکتری، گروه مهندسی عمران، واحد ارومیه، دانشگاه آزاداسلامی، ارومیه، ایران | ||
| تاریخ دریافت: 17 اسفند 1398، تاریخ بازنگری: 11 مهر 1399، تاریخ پذیرش: 25 آبان 1399 | ||
| چکیده | ||
| آسیب موضعی ناشی از حذف یک یا چند المان باربر سازه‌ای باعث خرابی به صورت زنجیره ای در سازه گسترش یافته و باعث خرابی بخشی از سازه، افزایش خسارت و در نهایت موجب فروپاشی کلی سازه می‌شود. بیشتر ساختمان‌ها بدون در نظرگرفتن مقدار آسیب‌پذیری آنها در برابر چنین بارهایی طراحی و ساخته می‌شوند. هدف از این مطالعه بررسی خرابی پیش رونده در سیستم قاب خمشی در یک ساختمانی 12 طبقه و 3 دهانه به دو صورت متفاوت می‌باشد. این قاب یک‌بار با ستون‌های صلیبی تنها و بار دیگر حالتی که در 2 طبقه ابتدایی آن از ستون های صلیبی نیمه مدفون در بتن استفاده شده، مورد مطالعه قرار گرفته است. به منظور بررسی اثر تعداد طبقات کامپوزیت تحتانی بر رفتار کلی قاب و تاثیر تغییر سیستم سازه‌ای در ارتفاع سازه از حالت قاب کامپوزیت به قاب فولادی، از نرم افزار SAP2000 برای تحلیل استاتیکی غیرخطی و بررسی شکل‌پذیری استفاده شده است. همچنین تحلیل دینامیکی غیر خطی دو سازه مذکور نیز در نرم افزار OpenSees تحت بارگذاری توصیه شده توسط آیین نامه GSA صورت پذیرفته است. نتایج حاصل از تحلیل نشان می‌دهد که ستون مجاور به ستون حذف شده، بیشترین نیروی محوری را متحمل می‌شود و احتمال خرابی در این ستون بیشتر از سایر ستون‌های موجود در طبقه اول می‌باشد. لذا این ستون باید با ضریب اطمینان بالاتری در سازه طراحی شود. همچنین تیر واقع در دهانه میانی طبقه اول در قاب کامپوزیت دارای بیشترین مقدار پارامتر DCR بوده و احتمال خرابی آن از سایر تیرها بیشتر است. | ||
| کلیدواژه‌ها | ||
| خرابی پیشرونده؛ ستون صلیبی؛ قاب خمشی فولادی؛ تحلیل استاتیکی غیرخطی؛ OpenSees | ||
| عنوان مقاله [English] | ||
| Progressive Collapse Analysis of Moments Resisting Frames with Cruciform Columns Semi-Buried in Concrete | ||
| نویسندگان [English] | ||
| , Ashkan KhodaBandehLou1؛ Ehsan Hatami Lourzini2 | ||
| 1Assistant Professor, Civil Engineering Department, Faculty of Engineering, Urmia Branch, Islamic Azad University, Urmia, Iran | ||
| 2Ph.D. Student, Civil Engineering Department, Faculty of Engineering, Urmia Branch, Islamic Azad University, Urmia, Iran | ||
| چکیده [English] | ||
| Local damage caused by the removal of one or more elements in structures lead to progressive collapse and results in partly damage to the structure, increasing damage rate and total collapse of the structure. Most buildings are designed and constructed regardless of their vulnerability to such loads. The purpose of this study is to investigate the progressive collapse in the moment frame system in a 12-story building with three openings in two different states. The frame is firstly studied with single cross columns and secondly considering two first floors using semi-buried cross columns in concrete. In order to investigate the effect of the number of lower composite floors on the overall behavior of the frame and the effect of system changes on the height of the structure from the composite frame to the steel frame, the SAP2000 software has been used for nonlinear static analysis and the deformability was studied. Dynamic nonlinear analysis of the two structures is also was performed using OpenSees software under the loading recommendation by the GSA code. The results of the analysis show that the adjacent column to the removed column bears the largest axial force and the probability of failure in this column is more than the other ones in the first floor. Therefore, this column should be designed with a higher safety factor. Also, the beam located in the middle of the first floor in the composite frame has the highest DCR and its probability of failure is greater than the other beams. | ||
| کلیدواژه‌ها [English] | ||
| Progressive Collapse, Cruciform Column, Steel Moment Frame, Nonlinear Static Analysis, OpenSees | ||
| مراجع | ||
|
[1] R.H. Ferahian, "Buildings: Design for Prevention of Progressive Collapse", Civil Engineering- ASCE, February, 1972, pp. 66- 69
[2] A.J. Pretlove, “Dynamic Effects in Fail-Safe Structural Design”, Proceedings, International Conference on Steel Structures: Recent Advances and their Application to Design, Budva, 1986, pp. 749-757.
[3] P. Mlakar, D. Dusenberry and J. Harris, The Pentagon Building Performance Report, ASCE Press, New York, NY ,2002.
[4] H.X. Yu and J.Y. Richard Liew, "Steel Framed Structures Subjected to the Combined Effects of Blast and Fire- Part 2: Case Study", Advanced Steel Construction, Vol. 1, No. 1, 2005, pp. 85-104.
[5] M.P. Byfield and S. Paramasivam, "Catenary Action in Steel-framed Buildings", Proceedings of the ICE -Structures & Buildings,160(5), 2007, pp.247-257.
[6] E. Murtha-Smith, "Alternate Path Analysis of Space Trusses for Progressive Collapse", Journal of Structural Engineering, Vol. 114, No. 9, September, 1988.
[7] J. Kim, and T. Kim, "Assessment of Progressive Collapse-Resisting Capacity of Steel Moment Frames", Journal of Constructional Steel Research, 65, 2009, pp. 169–179.
[8] H. Wibowo, “Modeling Progressive Collapse of RC Bridges during Earthquakes”, CSCE Annual General Conference, 2009.
[9] K. Kapil and S. El-Tawil, "Progressive Collapse Analysis of Seismically Designed Steel Braced Frames", Journal of Constructional Steel Research, 65, 2009, pp. 699–708.
[10] N. Mashhadiali and A. Kheyroddin, "Progressive Collapse Assessment of New Hexagrid Structural System for Tall Buildings", Structural Design of Tall and Special Buildings, Vol. 23, No. 12, 2014, pp. 947-961.
[11] F. Mehrabi, A. Kheyroddin and M. Gerami, "Assessment of Progressive Collapse Potential of Steel Structures That Are Designed on Iranian Code", Sharif Journal of Civil Engineering, Vol 2-28, Issue 4, 2013, pp. 65-72.
[12] J. Kim and S. Hong, "Progressive Collapse Performance of Irregular Buildings", Structural Design of Tall and Special Buildings, 20, 2012, pp. 721–734.
[13] A. Astaneh-Asl, B. Jones, Y. Zhao and R. Hwa, "Progressive Collapse Resistance of Steel Building Floors", Report number: CB/CEE-STEEL-03, University of California at Berkeley, 2002.
[14] D.M. Fragopol and J.P. Curley, "Effects of Damage and Redundancy on Structural Reliability", Journal of Structural Engineering, ASCE, 113(7), 1987, pp. 1533-1549.
[15] T. Ito, K. Ohi and Z. Li, "A Sensitivity Analysis Related to Redundancy on Framed Structures Subjected to Vertical Loads", Transactions of Structural and Construction Engineering, 593, 2005, pp. 145-151.
[16] J. Kim and D. An, "Evaluation of Progressive Collapse Potential of Steel Moment Frames Considering Catenary Action", The Structural Design of Tall and Special Buildings, 18, 2009, pp. 455-465.
[17] T. Ito and T. Fukuyama, "A Potential Strength and Ultimate Behavior of Framed Structures Considering Catenary Effects after Failure Mechanism Formation Subjected to Vertical Load", Theoretical and Applied Mechanics Japan, 59, 2011, PP. 29-38.
[18] J.H. Choi, M. Ito and K. Ohi, "Prevention of Building Structural Collapse Caused by Accidental Events", proc. Of 2nd International Symposium on Improvement of Structural Safety for Building Structures, 2007, pp. 85-98.
[19] K.H. Kwon, S.R.M. Park and J.K. Kim, "Evaluation of Progressive Collapse Resisting Capacity of Tall Building", International Journal of High-Rise Buildings, 1(3), 2012, pp. 229-235.
[20] T. Ito and T. Takemura, "Sensitivity Analysis of Redundancy of Regular and Irregular Framed", International Journal of High-Rise Buildings, Vol. 3, No. 4, 2014, pp. 297–304.
[21] A. Kheyroddin and S. Fallahzadeh, “Investigation on the Progressive Collapse in Steel Frames”, Fisrt National Congress on the Civil, Architecture and Mechanics Engineering, Iran, 2014.
[22] SAP2000, Nonlinear Version 11, Static and Dynamic Finite Elements Analysis of Structure, Computers & Structures, Berkeley, Calif, USA, 2009.
[23] F. McKenna and G.L. Fenves, "Open system for earthquake engineering simulation, version 2.5.0.", Pacific Earthquake Engineering Research Center, Univ. of California, Berkeley, CA, 2016.
[24] CEN, Eurcode 8, design of structures for earthquake resistance-part 1: general rules, seismic actions and rules for buildings, EN 1998-1:2004. Comite Europeen de Normalisation, Brussels. 2004.
[25] ACI (American Concrete Institute), "Building code requirements for structural concrete (ACI 318-08) and commentary", Farmington Hills, MI., 2008.
[26] The U.S. General Service Administrations (GSA), "Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Project", 2003.
[27] M. Ebadi Jamkhaneh, M.A. Kafi, A. Kheyroddin and M. Shokri Amiri, "Progressive collapse resistance of a composite steel and concrete structural frame", Proceedings of the Institution of Civil Engineers-Structures and Buildings, 172(3), 2019, pp. 197-213.
[28] M.E. Jamkhaneh, M. Ahmadi and P. Sadeghian, "Simplified relations for confinement factors of partially and highly confined areas of concrete in partially encased composite columns", Engineering Structures, 208, 2020, p. 110303.
| ||
|
آمار تعداد مشاهده مقاله: 618 تعداد دریافت فایل اصل مقاله: 360 |
||