مطالعه پاسخ پسماند قاب‌های خمشی فولادی مجهز به میراگرهای تسلیمی TADAS تحت اثر تحریکات لرزه‌ای

نوع مقاله : Articles

نویسندگان

گروه مهندسی عمران، واحد سنندج، دانشگاه آزاد اسلامی، سنندج، ایران

چکیده

این مقاله به ارزیابی رفتار لرزه‌ای سازه‌های فولادی مجهز به میراگرهای تسلیمی TADAS با تأکید بر پاسخ پسماند جهت بهسازی لرزه‌ای قاب‌های خمشی فولادی اجراشده می‌پردازد. برای این منظور، پاسخ سه قاب خمشی فولادی با شکل‌پذیری ویژه و با تعداد طبقات 3، 9 و 20 با و بدون میراگر تحت اثر 11 شتاب‌نگاشت مقیاس شده دور از گسل به روش تحلیل غیرخطی تاریخچه زمانی با در نظر گرفتن آثار زوال سختی و مقاومت و با تأکید بر پاسخ پسماند مورد ارزیابی قرار گرفته است. با توجه به نتایج به‌دست‌آمده، جابجایی‌های نسبی بین طبقه‌ای پسماند به‌طور میانگین در سازه کوتاه مرتبه بین 75 تا 80 درصد، در سازه میان مرتبه 15 تا 85 درصد و در سازه بلند مرتبه 30 تا 80 درصد در طبقات مختلف کاهش نشان می‌دهد. به‌علاوه، جابجایی حداکثر در سازه 3 طبقه به‌طور میانگین حدود 50 درصد و در سازه‌های 9 و 20 طبقه حدود 10 تا 40 درصد کاهش نشان می‌دهد. نسبت میانگین جابجایی پسماند به جابجایی حداکثر نیز در هر سه سازه به ترتیب بین 50 تا 65 درصد، 50 تا 55 درصد و 20 تا 50 درصد کاهش داشته است. با افزایش تعداد طبقات، میراگرها تأثیر کمتری در کاهش پاسخ‌ها و بهبود عملکرد سازه‌ها نشان می‌دهند. نتایج نشان می‌دهد که تعبیه میراگر منجر به کاهش آثار مدهای بالاتر در سازه‌های بلند و یکنواختی بیشتر در توزیع تقاضاهای تغییر شکل غیرخطی در ارتفاع می‌شوند. نتایج تحلیل‌ها و مقایسه پاسخ‌ها با حدود عملکردی مبتنی بر جابجایی پسماند در نشریه FEMA P-58، نشان می‌دهد که سازه‌های مجهز به میراگرهای TADAS، تاب‌آوری لرزه‌ای بیشتری نسبت به قاب‌های بدون میراگر دارند.

کلیدواژه‌ها


عنوان مقاله [English]

Study on Residual Response of Steel Moment Frames Equipped with TADAS Yielding Devices Subjected to Seismic Excitations

نویسندگان [English]

  • Abdolhamid Ghafoury
  • Salar Manie
Sanadaj Branch, Islamic Azad University, Sanandaj, Iran
چکیده [English]

Recent approaches in seismic design of structures appreciate a lot of the utilization of structural control systems and energy absorbing devices as a means of reduce the damage caused by earthquakes. Due to their efficiency and appropriate seismic response assessment, TADAS metal dampers are a kind of the energy absorbing systems in passive structural control drawn many researchers and structure designers' attention in order to design new structures and improve seismic performance of existing structures. Growing increase of the utilization of this kind of systems in many countries around the world, such as Japan and U.S., beside the compilation of regulations and building codes in relation to these systems demonstrate the tendency of engineering society to benefit from this simple technology.
It is very important, in structure studies after earthquakes, to recognize residual displacement and permanent deformations of structures in order to determine their remaining capacity and extent of damage incurred due to the earthquake. This will be a decisive factor in rehabilitation and repair possibility or destruction necessity of structures.
The present research studies the residual displacements behavior of steel moment frames equipped with TADAS yielding devices. For this purpose, SAC steel moment frames with 3, 9 and 20 stories have been used, and structural responses including residual displacements, maximum displacement, relative-story displacement and maximum absolute acceleration have been evaluated by dint of SAP2000 features in nonlinear static and dynamic time-history analyses utilizing 11 far-field seismic records, scaled by methods based on 2800 standard rules and ASCE 7-10 instructions. Results show that, on average, the maximum residual inter-story drifts are reduced 75% to 80%, 15% to 85% and 30% to 80% for the 3-, 9- and 20-story models, respectively. In addition, on average, the maximum displacements are reduced approximately 50% for the 3-story model and 10% to 40% for both 9- and 20-story models. The ratio of residual to maximum displacements are reduced 50% to 65%, 50% to 55% and 20% to 50% for the three models, respectively. Results reveal that the effectiveness of TADAS dampers in reducing the responses and enhancing the seismic performance of building frames are reduced with increasing the height of the structure. Incorporating TADAS dampers also results in more uniform distribution of seismic displacement demands through the height of the structure. Results of this study and comparing the responses with performance limit states defined in FEMA P-58 based on the amount of residual deformations demonstrate that structures equipped with TADAS dampers are more seismic resilient than non-equipped structures.

کلیدواژه‌ها [English]

  • Residual Response
  • Seismic
  • TADAS Metal Dampers
  • Seismic Resisliency
  • Seismic Performance Assessment
  1. - FEMA (2012). Seismic Performance Assessment of Buildings: FEMA P-58. Federal Emergency Management Agency, Washington, DC.
  2. - Whittaker, A. S. and Constantinou, M. C. (2005) Building Structures with Damping Systems: From Research to Design Practice. Conference Paper • April 2005
  3. - Soong, T. T. and Dargush, G. F. (1997) Passive Energy Dissipation Systems in Structural Engineering, John Wiley & Sons, N.Y.
  4. - Xia, C. and Hanson, R. D. )1992( Influence of ADAS element parameters on building seismic response. J. Struct. Eng. 118)7(, 1903–1918.
  5. -. Tsai, K. C, Chenge, H. W., Hong, C. P. and Su .Y.F (1993) Design of Steel Triangular Plates Energy Absorbers for Seismic Resistant Constraction. Erthquake Spectra, 9(3), 505-528
  6. - Ramirez, O. M., Constantinou, M. C., Kircher, C. A., Whittaker, A., Johnson, M., Gomez, J. D., and Chrysostomou, C. Z. (2001) Development and evaluation of simplified procedures of analysis and design for structures with passive energy dissipation systems. Technical Rep. No. MCEER-00–0010, Revision, 1, Multidisciplinary Center for Earthquake Engineering Research, Univ. of Buffalo, State Univ. of New York, Buffalo, N.Y.
  7. - Sajjadi Alehashem, M., Keyhani, A. and Pourmohammad, H. (2008) Behavior and Performance of Structures Equipped With ADAS &TADAS Dampers. Comparison with Conventional Structures, The 14th World Conference on Earthquake Engineering October 12-17, 2008, Beijing, China.
  8. - Shokri, M. A. (2009). Response Assessment of Steel Building Frames equipped with Metal Dampers under Near-fault Earthquake, M.S. Thesis, Sistan-Baloochestan Univeristy.
  9. - Bagheria, S. Hadidi, A. And Alilou, A. (2011) Heightwise Distribution Of Stiffness Ratio For Optimum Seismic Design Of Steel Frames With Metallic-Yielding Dampers, The Twelfth East Asia-Pacific Conference on Structural Engineering and Construction, Procedia Engineering 14 (2011) 2891–2898.
  10. - Shamshiri Dareini, H. and Hosseini Hashemi, B. (2011) Use of Dual Systems in Tadas Dampers to Improve Seismic Behavior of Buildings in Different Levels, Procedia Engineering 14 2788–2795.
  11. - Mahmoudi, M., Ghasem Abdi, M. (2014) The Effect Of Ductility On Response Modification Factors Of Tadas Frames, Research in Civil and Environmental Engineering 2 (03) 80-95.
  12. - Gafouri, A. H. and Manie, S., (2016) A Review on Researches and Studies Conducted on ADAS and TADAS dampers. 2nd International Conference on Urban Developmen based on New Technologies. 8-10 March 2016, Sanandaj, Iran.
  13. - Shin, H. and Singh M. P. (2017) Minimum Life-Cycle Cost-Based Opimal Design of Yielding Metalic Devices for Seismic Loads. Eingineering Structures, Volume 144, 1 August 2017, Page 174-184.
  14. - Gupta, A. and Krawinkler, H. (1999) Seismic Demands for Performance Evaluation of Steel Moment Resisting Frame Structures. Departement of Civil and Environmental Engineering Stanford University Report No.132.
  15. - UBC (1994). Structural Engineering Design Provision. Uniform Building Code. Vol. 2 International Confrance of Building Officials.
  16. - ASCE. (2010) Minimum Design Loads for Buildings and Other Structures, ASCE Standard ASCE/SEI 7-05.
  17. - Instruction for Seismic Rehabilitation of Existing Buildings, (2014), NO. 360 (First Revision), Office of Deputy for Strategic Supervision, Department of Technical Affairs
  18. - Iranian Code of Practice for Seismic Resistant Design of Building, Standard No. 2800, 4th Edition, Road Housing and Urban Development Research Center, BHRC-PN S-253
  19. - FEMA (2009) Quantification of Building Seismic Performance Factors: FEMA P695. Federal Emergency Management Agency, Washington, DC.
  20. - Building Seismic Safety Council (BSSC). (2004). “NEHRP recommended provisions for seismic regulations for new buildings and other structures.” 2003 Ed., Rep. Nos. FEMA-450/1 and FEMA-450/2, Prepared by the Building Seismic Safety Council (BSSC) for the Federal Emergency Management Agency (FEMA), Washington, D.C.
  21. - CSI Analysis Refrence Manual for SAP2000, ETABS, SAFE and CSiBridge, (2011). Berkeley, California, USA.
  22. - CSI Software Verification, ETABS, EXAMPLE 10,Berkeley, California, USA.
  23. - Garcia, J. R. and Miranda, E. (2006) Evaluation of Residual Drift Demands in Regular Multi-Story Frames for Performance-Based Seismic Assessment. Erthquake Engineering & Structural Dinamics. November 2006.
  24. - Ibarra, LF, Medina RA and Krawinkler, H. (2005) Hysteretic models that incorporate strength and stiffness deterioration. Earthquake Engineering and Structural Dynamics 34(12): 1489-1511.
  25. - Bojorquez, .E and Rivera, J. L. (2008) Effects of Degrading Models for Ductility and Dissipated Hysteretic Energy in Uniform Annual Failure Rate Spectra. The 14th World Conference on Earthquake Engineering October 12-17, 2008, Beijing, China.