مهندسی سازه و ساخت

مهندسی سازه و ساخت

آثار درصد نامنظمی جرمی، اندرکنش خاک-سازه و نوع خاک زیر فونداسیون بر عملکرد لرزه‌ای ساختمان‌های قاب خمشی متوسط فولادی

نوع مقاله : علمی - پژوهشی

نویسندگان
1 کارشناس ارشد مهندسی عمران گرایش سازه، گروه مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه محقق اردبیلی، اردبیل، ایران
2 دانشیار، دانشکده فنی و مهندسی، دانشگاه محقق اردبیلی، اردبیل، ایران
چکیده
این مقاله به بررسی عملکرد لرزه‌ای ساختمان‌های قاب خمشی متوسط فولادی میان مرتبه با درصدهای مختلف نامنظمی جرمی که مطابق با آیین‌نامه‌های ایران و معتبر خارجی طراحی‌شده، می‌پردازد. بدین منظور یک ساختمان‌ 6 طبقه که بر روی خاک نوع C و برای منطقه تهران که دارای منطقه با پهنه‌بندی خطر زلزله خیلی‌زیاد واقع‌شده، جهت مطالعه در نظر گرفته‌شده‌اند. ساختمان‌های موردبررسی بر روی خاک نوع C و روی خاک نوع D، تحت 22 رکورد دور از گسل با لحاظ اندرکنش خاک-سازه و نامنظمی‌های مختلف جرمی در ارتفاع در دو سطح زلزله DBE و MCE تحلیل شده‌اند. این ساختمان‌ها در نرم‌افزار اجزای محدود OpenSees شبیه‌سازی که در آن رفتار غیرخطی هندسه و مصالح در نظر گرفته‌شده است. نتایج نشان داد که در سازه‌های با پایه صلب و انعطاف‌پذیر، تحت دو سطح زلزله در دو نوع خاک C و D دارای هر نوع نامنظمی جرمی، مقادیر جابجایی‌های نسبی و شتاب الگوی متفاوتی دارند. به‌طوری که تغییرات جرم نامنظمی (کاهش و افزایش)، مقدار جابجایی‌های نسبی در طبقات پایینی سازه را نسبت به حالت منظم تغییر (به ترتیب کاهش و افزایش) داده است. درحالی که در طبقات فوقانی مقدار جابجایی‌های نسبی با تغییرات جرم نامنظمی (کاهش و افزایش)، تغییر (به ترتیب افزایش و کاهش) ایجادشده است. در تمامی طبقات سازه نامنظم نسبت به سازه منظم، با افزایش و یا کاهش جرم نامنظمی به ترتیب افزایش و کاهش مقادیر شتاب مطلق را به‌همراه دارد. با تغییر نوع خاک از حالت C به حالت D، پاسخ‌های ساختمان‌ها بیشتر می‌شود. به‌طورکلی نرم‌ در نظر گرفتن نوع خاک محل (نوع D به‌جای C)، مقدار جابجایی‌های‌ نسبی با نامنظمی‌های جرم کمتر و شتاب را 50 درصد و مقدار جابجایی‌های نسبی با جرم بیشتر را 65 درصد به‌صورت میانگین افزایش‌داده است.
کلیدواژه‌ها

موضوعات


عنوان مقاله English

The effects of mass irregularity percentage, soil-structure interaction and soil type under the foundation on the seismic performance of medium bending steel frame buildings

نویسندگان English

Maryam Kiani 1
Houshyar Eimani kalehsar 2
1 Master's degree in civil engineering-structure, Department of Civil Engineering, Technical and Engineering Faculty, University of Mohaghegh Ardabili, Ardabil, Iran
2 Associate professor, Department of Civil Engineering, University of Mohaghegh Ardabili, Ardabil, Iran
چکیده English

This article examines the seismic performance of mid-range steel flexural frame buildings with different mass irregularity percentages designed in accordance with Iranian and foreign valid regulations. For this purpose, a 6-story building located on type C soil and for the Tehran region, which has a very high earthquake risk zone, has been considered for study. Assuming that the investigated buildings were built on type C soil and on type D soil, 22 records far from the fault were analysised in terms of soil-structure interaction and different mass irregularities in height at two levels of DBE and MCE earthquakes. These buildings are simulated in OpenSees finite element software where the nonlinear behaviour of geometry and materials is considered. The results showed that in structures with rigid and flexible foundations, under two levels of earthquake in two types of soil C and D with any type of mass irregularity, the values of relative displacements and acceleration have different patterns. So that the irregular mass changes (decrease and increase) have changed the amount of relative displacements in the lower floors of the structure compared to the regular state (decrease and increase, respectively). While in the upper floors, relative displacements have been created with irregular mass changes (decrease and increase), change (increase and decrease, respectively). In all classes of the irregular structure compared to the regular structure, increasing or decreasing the irregular mass will increase and decrease the absolute acceleration values, respectively. By changing the type of soil from state C to state D, the responses of buildings increase. In general, taking into account the type of local soil (type D instead of C) has increased the amount of relative displacements with less mass irregularities and acceleration by 50% and the amount of relative displacements with more mass by 65% on average.

کلیدواژه‌ها English

Seismic performance
Soil-structure interaction
Steel bending frame systems
Mass irregularity
Nonlinear dynamic analysis
[1]        Naeim, F. (1989). The seismic design handbook. Springer Science & Business Media.
[2]        Scawthorn, C. and Chen, W.-F. (2002). Earthquake engineering handbook. CRC press..
[3]        Eimani kalehsar, H. and Kiani, M. (2023). Investigating the effect of soil-structure interaction on the seismic performance of buildings  having medium flexural frame with mass irregularity. J. Struct. Constr. Eng. doi: 10.22065/jsce.2023.404764.3162
[4]        Al-Ali, A. A. K. (1999). Effects of vertical irregularities on seismic behavior of building structures. Stanford University.
[5]        Michalis, F. Dimitrios,V. and Manolis, P. (2006). Evaluation of the influence of vertical irregularities on the seismic performance of a nine‐storey steel frame. Earthq. Eng. Struct. Dyn., vol. 35, no. 12, pp. 1489–1509.
[6]        Le‐Trung, K. Lee, K. Lee, J. and Lee, D. H. (2012). Evaluation of seismic behaviour of steel special moment frame buildings with vertical irregularities. Struct. Des. Tall Spec. Build., vol. 21, no. 3, pp. 215–232.
[7]        Pirizadeh, M. and Shakib, H. (2013). Probabilistic seismic performance evaluation of non-geometric vertically irregular steel buildings. J. Constr. Steel Res., vol. 82, pp. 88–98.
[8]        Gazetas, G. (1998). Seismic soil-structure interaction: New evidence and emerging issues State of the Art Paper. In Geotechnical Earthquake Engineering and Soil Dynamics Geo-Institute ASCE Conference.
[9]        Gazetas, G. and Apostolou, M. (2004). Nonlinear soil–structure interaction: foundation uplifting and soil yielding. In Proceedings Third UJNR Workshop on Soil-Structure Interaction, pp. 29–30.
[10]      El Ganainy, H. and El Naggar, M. H. (2009). Seismic performance of three-dimensional frame structures with underground stories. Soil Dyn. Earthq. Eng., vol. 29, no. 9, pp. 1249–1261.
[11]      Sameti, A. R. and Ghannad, M. A. (2016). Equivalent linear model for existing soil-structure systems. Int. J. Struct. Stab. Dyn., vol. 16, no. 02, p. 1450099.
[12]      Chen, L. (2016). Dynamic interaction between rigid surface foundations on multi-layered half space. Int. J. Struct. Stab. Dyn., vol. 16, no. 05, p. 1550004.
[13]      Sbartai, B. (2016). Dynamic interaction of two adjacent foundations embedded in a viscoelastic soil. Int. J. Struct. Stab. Dyn., vol. 16, no. 03, p. 1450110.
[14]      Havaei, G. and Mobedi, E. (2015). Effect of Interaction and Rocking Motion on The Earthquake Response of Buildings. J. Struct. Constr. Eng., vol. 1, no. 1, pp. 39–49, doi: 10.22065/jsce.2015.38598.
[15]      Gholhaki, M. (Sep. 2019). Study of Thin Steel Plate Shear Wall System by Considering Soil - Structure Interaction under Near and Far Field Earthquakes. Sharif J. Civ. Eng., doi: 10.24200/j30.2018.2183.2127.
[16]      Havaei, G. and Izadparast, S. M. (2021). Effect of soil block thickness modeling on soil-structure interaction in dynamic responses of 15-storey high-rise buildings. J. Struct. Constr. Eng., vol. 8, no. 10, pp. 301–316.
[17]      Sabouniaghdam, M. Mohammadi Dehcheshmeh, E. Safari, P. and Broujerdian, V. (2022). Probabilistic collapse assessment of steel frame structures considering the effects of soil-structure interaction and height. Sci. Iran.
[18]      Broujerdian,V. Mohammadi Dehcheshmeh, E. and Safari, P. (2023). Seismic performance assessment of intermediate moment-resisting steel frames designed based on misidentified site soil classes. Sci. Iran.
[19]      Kazemi, F. Asgarkhani, N. and Jankowski, R. (2023). Probabilistic assessment of SMRFs with infill masonry walls incorporating nonlinear soil-structure interaction. Bull. Earthq. Eng., vol. 21, no. 1, pp. 503–534.
[20]      Kazemi, F. and Jankowski, R. (2023). Machine learning-based prediction of seismic limit-state capacity of steel moment-resisting frames considering soil-structure interaction. Comput. Struct., vol. 274, p. 106886.
[21]      Kazemi, F. and Jankowski, R. (2023). Enhancing seismic performance of rigid and semi-rigid connections equipped with SMA bolts incorporating nonlinear soil-structure interaction. Eng. Struct., vol. 274, p. 114896.
[22]      IBC Standard, (2013). Iranian Building Codes And Standards, Iranian Code Of Practice For Seismic Resistant Design Of Buildings, Standard No.2800, 4th Edition.
[23]      ASCE7-10 Minimum Design Loads and Associated Criteria for Buildings and Other Structures, (2010). Asce7-10.
[24]      INBC Part 6th, (2013). Iranian National Building Code, Part 6th , Design Loads for Buildings.
[25]      FEMA, (2009). FEMA P695: Quantification of building seismic performance factors. US Department of Homeland Security, FEMA.
[26]      Mehdizadeh, K. and Karamodin, A. (2017). Probabilistic assessment of steel moment frames incremental collapse (ordinary, intermediate and special) under earthquake. J. Struct. Constr. Eng., vol. 4, no. 3, pp. 129–147.
[27]      M. Dehcheshmeh, E. Rashed, P. Broujerdian, V. Shakouri, A. and Aslani, F. (2023). Predicting Seismic Collapse Safety of Post-Fire Steel Moment Frames. Buildings, vol. 13, no. 4, p. 1091.
[28]      Gajan,S. Hutchinson, T. C. Kutter, B. L. Raychowdhury, P. Ugalde, J. A. and Stewart, J. P. (2008). Numerical models for analysis and performance-based design of shallow foundations subjected to seismic loading. Pacific Earthquake Engineering Research Center.
[29]      Raychowdhury, P. (2008). Nonlinear winkler-based shallow foundation model for performance assessment of seismically loaded structures. UC San Diego.
[30]      Suita, K. Yamada, S. Tada, M. Kasai, K. Matsuoka, Y. and Shimada, Y. (2008). Collapse experiment on 4-story steel moment frame: Part 2 detail of collapse behavior. In Proceedings of the 14th world conference on earthquake engineering, Beijing, China, vol. 1217.

  • تاریخ دریافت 02 بهمن 1402
  • تاریخ بازنگری 14 فروردین 1403
  • تاریخ پذیرش 07 اردیبهشت 1403