مدلسازی توزیع خرابی پیش رونده لرزه ای در ساختمانهای 3 طبقه بتن مسلح متقارن و نامتقارن

نویسندگان

1 پژوهشگاه بین المللی زلزله شناسی و مهندسی زلزلهپژوهشگاه بین المللی زلزله شناسی و مهندسی زلزله

2 پژوهشگاه بین المللی زلزله شناسی و مهندسی زلزله

چکیده

دراین مقاله خرابی پیش رونده به صورت سه بعدی در ساختمانهای 3 طبقه بتن مسلح متقارن و نامتقارن با خروج از مرکزیتهای جرمی مختلف تحت بار زلزله مدل می شود. بدین نحو که توزیع و گسترش شکست از اولین عضو سازه تا شکست کلیه اعضای ساختمانها با مقایسه و ارزیابی نتایج بدست آمده از تحلیلهای تاریخچه زمانی بررسی می شود. نتایج حاصله حاکی از آن است که توزیع نامتقارن جرم در ساختمانهای پیچشی منجر به تخریب موضعی بیشتر شده که این امر خود سبب تشدید تخریب پیش رونده می گردد. ارزیابی نتایج نشان میدهد که تمرکز شکست بیشتر در مکانی است که تمرکز جرم بیشتری وجود داشته باشد و همچنین توزیع شکست نه در ارتفاع سازه به صورت عمودی بلکه به صورت افقی در طبقات ساختمان رخ می دهد. با افزایش خروج از مرکزیت نه تنها رخداد شروع شکست به سمت لبه نرم سازه نزدیکتر می شود بلکه احتمال رخداد شروع خرابی از ستونها نیز افزایش می یابد. بعلاوه توزیع خرابی مستقل از شتاب نگاشت است و با افزایش خروج از مرکزیت تغییر می کند به گونه ای که می توان سناریوی شکست را در سازه های متقارن و نامتقارن مشابه پیش بینی کرد.

کلیدواژه‌ها


عنوان مقاله [English]

Modeling of Seismic Progressive Collapse Distribution in 3 Story Symmetric and Asymmetric Reinforced Concrete Buildings

نویسندگان [English]

  • somayyeh karimiyan 1
  • aboreza sarvghad moghadam 2
چکیده [English]

This paper models the 3D progressive collapse of a 3 story reinforced concrete symmetric/asymmetric building with different levels of mass eccentricity under earthquake loads. We investigate collapse propagation, from the first element to the entire of the buildings, through comparing the results obtained via evaluation of the nonlinear time history analyses. Our analyses signify that mass irregular distributions result in further local damages and consequently are led to a larger progressive collapse in torsional buildings. We found that collapse is tend to be concentrated in the positions with a high level of mass concentration and the collapse distributions are horizontal through the stories, but not vertical through the height of the building. When the value of mass eccentricity is increased, collapse initiation points tend to transfer to the flexible edges and the probability that the collapse is initiated from the columns is increased, too. Besides, the spread of the collapse is independent of the earthquake records and vary according to the level of mass eccentricity in structures. This gives the ability to predict collapse scenarios in similar symmetric/asymmetric buildings.

کلیدواژه‌ها [English]

  • collapse distribution
  • Progressive collapse
  • Time history analysis
  • mass eccentricity
  • Reinforced concrete ordinary moment resisting frame
  • symmetric and asymmetric building
 
[1].Ellingwood, B., (2006). Mitigating Risk from Abnormal Loads and Progressive Collapse, J. Perform. Constr. Facil. 20, SPECIAL ISSUE: Mitigating the Potential for Progressive Disproportionate Structural Collapse, 315–323. Journal of Performance of Constructed Facilities, ASCE.
[2].Somes, N. F., (1973), Abnormal Loading on Buildings and Progressive Collapse, in Building Practices for Disaster Mitigation (Wright, Kramer and Culver, eds.), Building Science Series No. 46, National Bureau of Standards, Washington, DC.
[3].Burnett, E.F.P., (1975a), Abnormal Loading and Building Safety, SP-48, American Concrete Institute, Farmington Hills, MI, 1975.
[4].Lu, X.Z., Lin, X., Ma, Y., Li, Y., and Ye, L. (2008). Numerical Simulation for the Progressive Collapse of Concrete Building due to Earthquake, Proc. the 14th World Conference on Earthquake Engineering, Beijing, China
[5].Lu, X.Z., Li, Y., Ye, L.P., Ma, Y.F., and Liang, Y. (2008). Study on the Design Methods to Resist Progressive Collapse for Building Structures, Proc.,Tenth Int. Symp. On Structural Engineering for Young Experts.
[6].Alashker, Y.,  Li, H., and EL-Tawil, S. (2011). Approximations in Progressive Collapse Modeling, J. Struct. Eng.,137, 914-924.
[7].Kim,J., and Hong, S. (2011). Progressive collapse performance of irregular buildings, Journal of the structural design of tall and special buildings, Volume 20, Issue 6, pages 721–734.
[8].Ettouney Mohammed, Smilowitz Robert, Tang Margaret, Hapij Adam. (2012) . Global System Considerations for Progressive Collapse with Extensions to Other Natural and Man-Made Hazards. J. Perform. Constr. Facil. 20, SPECIAL ISSUE: Mitigating the Potential for Progressive Disproportionate Structural Collapse. 403–417.
[9]. Helmy Huda,  Salem Hamed,  Mourad Sherif. (2012). Progressive collapse assessment of framed reinforced concrete structures according to UFC guidelines for alternative path method. Engineering Structures.42: 127-141.
[10].Gurley C.(2012). Progressive Collapse and Earthquake Resistance.Pract. Period. Struct. Des. Constr. ASCE. 13(1): 19–23.
[11]. Hayes Jr, John R, Woodson Stanley C,  Pekelnicky Robert G,  Poland Chris D,  Corley W Gene, Sozen Mete. (2012). Can Strengthening for Earthquake Improve Blast and Progressive Collapse Resistance?. Structural Engineering, ASCE, 131(8):1157-1177.
[12].Sasani M, Sagiroglu S. (2012). Progressive collapse resistance of hotel San Diego,J. Structural Engineering, 134(3): 478-488.
[13].Yi LI, Xin-zheng LU, Lie-ping YE. (2011). Study on the Progressive Collapse Mechanism of RC Frame Structures. Building Science, 27(5): 12-18.
[14].Tsai Meng-Hao,  Lin Bing-Hui. (2008). Investigation of progressive collapse resistance and inelastic response for an earthquake-resistant RC building subjected to column failure. J of Engineering Structures, 30(12): 3619–3628.
[15].Sasani M, Kropelnicki J. (2008). Progressive collapse analysis of an RC structure, Struct. Design Tall Spec. Build.,  17(4): 757–771.
[16]. Pekau  O-A, Cui Yuzhu. (2005). Progressive collapse simulation of precast panel shear walls during earthquakes.  Computers & Structures, 84(5–6): 400–412.
[17].Talaat M,  Mosalam K-M. (2009). Modeling progressive collapse in reinforced concrete buildings using direct element removal, Earthquake Engng. Struct. Dyn. 38: 609–634.
[18]. Khandelwala Kapil,  El-Tawila Sherif,  Sadekb Fahim, (2009). Progressive collapse analysis of seismically designed steel braced frames.Constructional Steel Research, 65(3): 699-708.
[19].Bažant Zdenfk P,Verdure Mathieu. (2007). Mechanics of Progressive Collapse. Learning from World Trade Center and Building Demolitions. Engineering Mechanics.3: 133.
[20].El-Tawil S, Khandelwal K, Kunnath S, Lew H-S. (2007). Macro models for progressive collapse analysis of steel moment frame buildings. Proc. Structures Congress 2007, Long Beach, CA.
[21].Ibarra  L-F, Medina R-A, Krawinkler H. (2005). Hysteretic Models that Incorporate Strength and Stiffness Deterioration. J. Earthquake Eng. and Struct. Dyn.,34: 1489–1511.
[22].Lew H-S. (2003). Best Practices Guidelines for Mitigation of Building Progressive Collapse, National Institute of Standards and Technology, Gaithersburg, Maryland, U.S.A  20899-8611,  hsl@nist.gov.
[23].FEMA P695. (2009). Quantification of Building Seismic Performance Factors, Prepared by APPLIED TECHNOLOGY COUNCIL, www.ATCouncil.org.
[24].Ibarra, L. F., Medina, R. A., and Krawinkler, H. (2005). Hysteretic Models that Incorporate Strength and Stiffness Deterioration, J. Earthquake Eng. and Struct. Dyn.,34, 1489–1511.
[25].Haselton, C.B., and Deierlein, G.G. (2007). Assessment Seismic Collapse Safety of Modern Reinforced Concrete Moment Frame Building, The John A. Blume Earthquake Engineering Center, Stanford University.
[26].Ibarra, L. F. and Krawinkler, H. (2004). Global Collapse of Deteriorating MDOF Systems, Proc.13thWorld Conference on Earthquake Engineering, Vancouver, B.C., Canada, August 1-6, Paper No. 116.
[27].Ibarra, L. F. (2005). Global Collapse of Frame Structures under Seismic Excitations, Ph.D. thesis, Stanford Univ.
[28].Lignos, D. G. (2008). Sidesway Collapse of Deteriorating Structural Systems under Seismic Excitations, Ph.D. thesis, Stanford Univ.
[29].Lignos D. G., Zareian, F., and Krawinkler, H. (2008). Reliability of a 4-Story Steel Moment-Resisting Frame Against Collapse Due to Seismic Excitations, J, ASCE.
[30].Krawinkler, H., Zareian, F., Lignos, D. G., and Ibarra, L. F., (2009). Prediction of Collapse of Structures under Earthquake Excitations, COMPDYN 2009, ECCOMAS Thematic Conference on Computational Methods in Structural Dynamics and Earthquake Engineering, Greece.
[31].Haselton, C.B., Liel, A. B., and Deierlein, G. G. (2009). Simulating Structural Collapse due to Earthquakes: Model Idealization, Model Calibration, and Numerical Solution Algorithms, COMPDYN2009, ECCOMAS Thematic Conference on Computational Methods in Structural Dynamics and Earthquake Engineering, Greece.
[32].Haselton, C.B., Liel, A. B., Lange, S. T., and Deierlein, G. G. (2008). Beam-Column Element Model Calibrated for Predicting Flexural Response Leading to Global Collapse of RC Frame Buildings, PEER Report 2007/03, Pacific Earthquake Engineering Research Center, College of Engineering University of California, Berkeley.
[33].Zareian, F., Lignos D. G., and Krawinkler, H. (2009). Quantification of Modeling Uncertainties for Collapse Assessment of Structural Systems under Seismic Excitations, COMPDYN 2009, ECCOMAS Thematic Conference on, Computational Methods in Structural Dynamics and Earthquake Engineering, Greece.
[34].Zareian, F., and Medina, R. A. (2010). A Practical Method for Proper Modeling of Structural Damping in Inelastic Plane Structural Systems, J. Computers and Structures 88, Elsevier, 45–53.