تحلیل شاخص خسارت دیوار برشی فولادی به روش بارافزون و مقایسه با قاب خمشی فولادی ویژه

نوع مقاله : علمی - پژوهشی

نویسندگان

1 دانشکده عمران-دانشگاه سمنان

2 دانشیار، دانشکده مهندسی عمران، دانشگاه سمنان، سمنان، ایران

3 دانشگاه شهید بهشتی

چکیده

شاخص های خسارت مختلفی در سال های اخیر جهت پیش بینی میزان خسارت وارد بر سازه، معرفی شده اند که هر کدام از آنها پارامترهای متفاوتی را برای مدل کردن خسارت ساختمان بکار می گیرند. در این مقاله، تعداد 27 قاب شامل 18 قاب با سیستم باربر جانبی از نوع دیوار برشی فولادی نازک و همچنین نه قاب با سیستم باربر جانبی قاب خمشی فولادی ویژه، در سه حالت ارتفاعی کوتاه (3طبقه) ، متوسط (7 طبقه) و بلند (15 طبقه) تحت تحلیل بارافزون قرار گرفته و شاخص خرابی آن ها در سطوح عملکرد مختلف برای چهار شاخص پارک و انگ، تغییرمکان نسبی حداکثر، شکل پذیری و شکل پذیری پلاستیک محاسبه شده است. نتایج نشان می دهد که شاخص خسارت برای قاب با سیستم بابربر جانبی دیوار برشی فولادی در قاب های بلندتر نسبت به دیگر قاب ها نتایج مناسبتری را ارائه نموده است. لذا استفاده از این سیستم توجیه پذیرتر است. علاوه بر این، نتایج نشان می دهد که شاخص خسارت تغییرمکان نسبی حداکثر نسبت به دیگر شاخص ها نتایج متفاوت تری را ارائه نموده است. با توجه به سطوح عملکرد بدست آمده برای ساختمان های کوتاه مرتبه، میان مرتبه و بلندمرتبه می توان به این نتیجه اشاره نمود که وجود دو دهانه دیوار برشی فولادی در ساختمان، تنها در ساختمان های بلندمرتبه توجیه پذیر است. یعنی حداقل تعداد دهانه هایی که دریفت سازه را پاسخگو می باشد برای سیستم دیوار برشی فولادی کفایت می کند و استفاده از دهانه های بیشتر رفتار سازه و عملکرد آن را تحت و شعاع قرار می دهد.

کلیدواژه‌ها

موضوعات


عنوان مقاله [English]

Analysis of the Steel Plate Shear Wall of Damage Index with pushover Method and Comparing with Special Steel Moment Frame

نویسندگان [English]

  • ghasem pachideh 1
  • Madjid Gholhaki 2
  • amir saedi daryan 3
1 Civil faculty- semnan university
2 Associate Professor, Faculty of Civil Engineering, Semnan University, Semnan, Iran
3 Civil Engineering Faculty, shahid beheshti University
چکیده [English]

Over the recent years, different damage indices have been to predict the building damage, each of which uses different parameters to model the building damage. In this paper, 27 frames containing 18 frames with lateral load resisting systems of thin-steel shear wall type, as well as 9 frames with lateral load resisting systems of special steel moment frame, on three short (3-story), moderate (7-story) and tall ( 15 floors) height mode have been go under Incremental Load analysis and their failure index has been calculated at different levels of performance for 4 Park and Ang indexes including: maximum relative displacement , framing, and plasticity. The results show that the damage index for the frame with lateral load resisting systems of the steel shear wall in longer frames yields better results than other frames. So the use of this system is more justifiable. In addition, the results show that the maximum relative displacement index has different results than other indexes. Considering the performance levels achieved for short , medium and high-rise buildings, it can be concluded that the existence of two steel shear walls in the building is justified only in high-rise buildings. That is, the minimum number of openings that are responsible for drift of the structure is sufficient for a steel shear wall system, and the use of more openings affects the behavior of the structure and its function

کلیدواژه‌ها [English]

  • steel plate shear wall
  • special steel moment frame
  • pushover analyse
  • Damage index
  • performance level
[1] Sabouri-Ghomi, S. (2001). resistant systems against side loads, an introduction to steel plate shear wall, 1rd ed. Tehran. Angizeh publication.
[2] Tehranizadeh, M., Safi. M. (2003). Displacement based seismic design of ductile brace steel frames. European Earthquake Engineering, Vol. 3,pp.10-26.
[3] Rahaee, A. (2004). Evaluation of performance on concrete constructs and methods to strengthen them. Tehran.
[4] Fajfar P, Krawinkler H. (1997). Seismic design methodologies for the next generation of codes. Bled; Rotterdam: Balkema. 24–27.
[5] Tehranizadeh, M. Khelghati, S. (2003). Evaluation of seismic vulnerability and determination of damage indexes for existing steel brifges. Scientific-promotional journal of civil engineers association, 16 & 17, 1-16.
[6] Wang Jer-Fu. And Lin Chi-Chang. And Yen Shih-Min. (2007). a atory damage index of seismically-excited building based on modal frequency and mode shape, engineering structures, 2143-2157.
[7] Estekanchi H.E. and Arjomandi K. and Vafai A. (2008). estimating structural damage of steel moment frames by endurance time method, journal of constructional steel research, 145-155.
[8] Mirtaheri, S. M., Zandi, A. P., Mavandadi, S., Daryan, A. S., & Ziaei, M. (2012). "Study the possibility of seismic collision between adjacent structures: a case study of Karimkhan avenue in Tehran." The Structural Design of Tall and Special Buildings 21.3, 194-214.
[9] Habibi A.R. and Izadpanah M. (2012). new method for the design of reinforced concrete moment resisting frames with damage control, scientia iranica, 19(2), 234-241.
[10] Hemmati, S. (2012). Performance of local damage indexes for seismic analysis of steel ductile frames. AM.Sc thesis, semnan university.
[11] Kamaris George S. and Hatzigeorgiou George D. and Beskos Dimitri E. (2013). a new damage index for plane steel frames exhibiting strength and stiffness degradation under seismic motion, engineering structures, 727-736.
[12] Ghosh, S. Adam, F. Das, A. (2009). Design of steel plate shear walls considering inelastic drift demand, Journal of Constructional Steel Research, ScienceDirect.
[13] Lin, CH. Tsai, KC. Quc, B. Bruneaud, M. (2010). Sub-structural pseudo-dynamic performance of two full-scale two-story steel plate shear walls. Journal of Constructional Steel Research. 66, 1467-1482.
[14] Anjan K. Gilbert Y. Grondin, Robert G. Driver. (2011). Estimating fundamental periods of steel plate shear walls. Engineering Structures. 33, 1883-1893.
[15] Jahanpour, A. Moharrami, H. Aghakoochak, A. (2011). Evaluation of ultimate capacity of semi-supported steel plate shear walls. Journal of Constructional Steel Research. 67, 1022-1030.
[16] Sabouri-Ghomi, S. Asad Sajjadi, SR. (2012). Experimental and theoretical studies of steel plate shear walls with and without stiffeners. Journal of Constructional Steel Research. 75, 152-159.
[17] Anjan K. (2014). seismic behavior of steel plate shear walls with centrally placed circular perforations, thin-walled structures, 30-42.
[18] Wang, M. Yang, W. Shi, Y. Xu, J. (2015). seismic behaviors of steel plate shear wall structures with construction details and materials, journal constructional steel research, 194-210.
[19] Ronny, P. Bruneau, M. (2015). experimental investigation of steel plate shear walls in-span plastification alonghorizontal boundary elements, engineering structures, 68-79.
[20] Gholhaki M, Pachideh G. (2015). Investigating of damage indexes results due to presence of shear wall in building with various stories and spans. International Journal Of Review in Life Sciences. 5(1), 992-997.
[21] Powell H. Graham. (1988). Allahabadi R. Seismic damage prediction by deterministic methods, Concepts and Procedures, Erthquake Engineering and Structural Dynamics, Vol. 16, 719-734.
[22] Park YJ. Ang AHS. (1985). Mechanistic Seismic Damage Model for Reinforced Concrete, Journal of Structural Engineering, ASCE, Vol. 111, No. 4, PP.722-739.
[23] Castiglioni CA, Pucinotti, R. (2009). Failure criteria and cumulative damage models for steel components under cyclic loading. Journal of Construction Steel Research. 65:751–765.
[24] Timler, P.A. and Kulak, G.L. (1983). “Experimental Study of Steel Plate Shear Walls,” Structural Engineering Report No. 114, Department of Civil Engineering, University of Alberta, Edmonton, Alberta, Canada.
[25] Driver RG, Kulak GL, Kennedy DL, Elwi AE. (1997). Finite element modelling of steel plate shear walls. Proceedings of structural stability research council annual technical session, Toronto. 253-64.
[26] Mahmoud, Y. Saedi Daryan, A. Ziaei, M. Mirtaheri, SM. (2011). "Wind effect on milad tower using computational fluid dynamics." The Structural Design of Tall and Special Buildings 20, no. 2, 177-189.
[27] CAN/CSA. (2001). Canadian Standards Association (CAN/CSA-S16-01). Limit States Design Of Steel structures. (Ontario, Canada).
[28] AISC. (2005). American Institute of Steel Construction. Seismic Provisions for Structural Steel Building. Chicago (IL, USA).
[29] Iran loading code of Practice for Seismic Resistant Design of Buildings, (2013). BHRC, Tehran, Iran.
[30] Standard No.2800. (2016). Iranian Code of Practice for Seismic Resistant Design of Buildings. BHRC Publication. Forth Edition.