مهندسی سازه و ساخت

مهندسی سازه و ساخت

مقایسه عملکردی لرزه ای سازه‌های دیوار برشی بتن مسلح تحت حرکات نزدیک گسل و دور از گسل

نوع مقاله : علمی - پژوهشی

نویسندگان
علی کوچک دزفولی 1
نعمت حسنی 2
عباس قاسمی 3
1 دانشجوی دکتری/ دانشکده عمران و منابع زمین/دانشگاه آزاد اسلامی واحد تهران مرکزی/ تهران/ ایران
2 دانشیار / دانشکده مهندسی عمران، آب و محیط زیست/ دانشگاه شهید بهشتی/ تهران/ ایران
3 استادیار/دانشکده عمران و منابع زمین/دانشگاه آزاد اسلامی واحد تهران مرکزی/تهران/ایران
10.22065/jsce.2024.442893.3360
چکیده
در مطالعه حاضر به ارزیابی عملکرد ساختمان نامنظم بتنی قبل و بعد از مقاوم‌سازی تحت اثر حرکات لرزه‌ای حوزه دور و نزدیک گسل پرداخته شده است. برای نیل به این هدف، در پژوهش حاضر مدل‌سازی و تحلیل دینامیکی غیرخطی فزاینده، توسعه مدل شکنندگی و توسعه منحنی آسیب‌پذیری صورت پذیرفته است. تحلیل تاریخچه زمانی غیرخطی فزاینده بر اساس دو مجموعه رکورد مشتمل بر حرکات دور از گسل و نزدیک گسل صورت پذیرفت و منحنی‌های شکنندگی توسعه یافت. با بررسی نمودارهای منحنی شکنندگی، دو الگوی عمومی به وضوح قابل تشخیص است. در اثر اعمال راهبرد مقاوم‌سازی که منجر به کاهش ملموس احتمال فراگذشت از سطوح عملکردی می‌گردد، انتقال منحنی شکنندگی مشهود می‌باشد. شایان ذکر است که این تغییر در سطح آستانه فروریزش به شدت محسوس‌تر بوده و با حرکت به سمت سطح استفاده بی‌وقفه، از شدت آن کاسته می‌شود. تحت حرکات حوزه نزدیک، مقادیر احتمال فراگذشت از سطوح عملکردی افزایش خواهد یافت بنحوی‌که این تغییر در سطح عملکردی آستانه فروریزش به شدت معنادارتر بوده و با حرکت به سمت سطح استفاده بی‌وقفه، از شدت آن کا‌سته می‌شود. همچنین ضعف ذاتی سازه در جهت عرضی موجب کاهش شدت اثرگذاری در هر دو الگوی مذکور می‌گردد. به عنوان نمونه در سنجه شدت g‌4، میزان آسیب در راستای عرضی و طولی تحت رکوردهای معمولی به ترتیب 3 و 2 برابر کاهش یافته است. این نسبت تحت اثر رکوردهای نزدیک گسل نیز در راستای عرضی و طولی به ترتیب 3 و ۵/1 برابر می‌باشد. همانطور که مشخص است اثر مقاوم‌سازی و همچنین رکوردهای نزدیک گسل کاملا در منحنی آسیب‌پذیری مشهود می‌باشد.
کلیدواژه‌ها
ارزیابی عملکرد
بهسازی
آسیب‌پذیری
منحنی شکنندگی
مقاوم‌سازی
حوزه نزدیک
حوزه دور

موضوعات

عنوان مقاله English

Comparison of the seismic performance of reinforced concrete shear wall structures under near-fault and far -fault excitations

نویسندگان English

Ali Koochak Dezfuly 1
Nemat Hassani 2
Abbas Ghasemi 3
1 PhD Student/Faculty of Civil and Earth Resources Engineering/ Islamic Azad University Central Tehran Branch/ Tehran/ Iran
2 associated professor/,Faculty of Civil, Water and Enviromental Engineering,/Shahid Beheshti University/Tehran,/ Iran.
3 Assistant Professor/ Faculty of Civil and Earth Resources Engineering/ Islamic Azad University Central Tehran Branch/Tehran/Iran
چکیده English

In the present study, the performance of the irregular concrete building before and after retrofitting under the effect of seismic movements in the far and near fault areas has been evaluated. In order to achieve this goal, in the current research, modeling and increasing nonlinear dynamic analysis, development of fragility model and development of vulnerability curve have been done. The IDA curves was done based on two sets of records including movements away from the fault and near the fault, and fragility curves were developed. By examining the fragility curve graphs, two general patterns can be clearly distinguished. As a result of applying the retrofitting strategy, which leads to a tangible reduction of the possibility of exceeding the functional levels, the transition of the fragility curve is evident. It is worth noting that this change is more noticeable at the level of the collapse threshold and its intensity decreases as we move towards the level of non-stop use. Under the movements of the near field, the values of the probability of exceeding the functional levels will increase so that this change in the functional level of the collapse threshold is more significant and its intensity decreases by moving towards the non-stop use level. Also, the inherent weakness of the structure in the transverse direction reduces the impact intensity in both of mentioned patterns. For example, in the 4g intensity scale, the amount of damage in the transverse and longitudinal directions has decreased by 3 and 2 times, respectively, under normal records. This ratio is 3 times and 1.5 times in the horizontal and longitudinal direction under the effect of near-fault records. As it is known, the effect of retrofitting as well as near-fault records is completely evident in the vulnerability curve.

کلیدواژه‌ها English

Dynamic analyses
Strengthening
Fragility curve
Vulnerability curve
N
ear-field
far-field
[1] Rosti, A., Del Gaudio, C., Rota, M., Ricci, P., Di Ludovico, M., Penna, A., & Verderame, G. M. (2021). Empirical fragility curves for Italian residential RC buildings. Bulletin of Earthquake Engineering, 19(8), 3165-3183.
[2] Pitilakis, D., & Petridis, C. (2022). Fragility curves for existing reinforced concrete buildings, including soil–structure interaction and site amplification effects. Engineering Structures, 269, 114733.
[3] Biglari, M., Formisano, A., & Hashemi, B. H. (2021). Empirical fragility curves of engineered steel and RC residential buildings after Mw 7.3 2017 Sarpol-e-zahab earthquake. Bulletin of Earthquake Engineering, 19(6), 2671-2689.
[4] Folić, R., & Čokić, M. (2021). Fragility and Vulnerability Analysis of an RC Building with the Application of Nonlinear Analysis. Buildings, 11(9), 390.
[5] Chen, M., Tang, C., Zhang, X., Xiong, J., Chang, M., Shi, Q., ... & Li, M. (2021). Quantitative assessment of physical fragility of buildings to the debris flow on 20 August 2019 in the Cutou gully, Wenchuan, southwestern China. Engineering Geology, 293, 106319.
[6] Sadeghi, M., Ghafory-Ashtiany, M., & Pakdel-Lahiji, N. (2015). Developing seismic vulnerability curves for typical Iranian buildings. Proceedings of the Institution of Mechanical Engineers, Part O: Journal of Risk and Reliability, 229(6), 627-640.
[7] Fallah Tafti, M., Amini Hosseini, K., & Mansouri, B. (2020). Generation of new fragility curves for common types of buildings in Iran. Bulletin of Earthquake Engineering, 18(7), 3079-3099.
[8] Firuzi, E., Ansari, A., Amini Hosseini, K., & Rashidabadi, M. (2019). Probabilistic earthquake loss model for residential buildings in Tehran, Iran to quantify annualized earthquake loss. Bulletin of earthquake engineering, 17(5), 2383-2406.
[9] Motamed, H., Calderon, A., Silva, V., & Costa, C. (2019). Development of a probabilistic earthquake loss model for Iran. Bulletin of earthquake engineering, 17(4), 1795-1823.
[10] Martins, L., & Silva, V. (2021). Development of a fragility and vulnerability model for global seismic risk analyses. Bulletin of Earthquake Engineering, 19(15), 6719-6745.
[11] Yaghoubi, E., Emami, A. R., & Birzhandi, M. S. (2023). IDA-based collapse safety assessment of torsional-irregular buildings, considering ductility and damage. International Journal of Structural Stability and Dynamics, 23(20), 2350200.
[12] Yaghoubi, E., Emami, A. R., & Birzhandi, M. S. (2023, October). Seismic reliability analysis of plan-asymmetric reinforced concrete buildings with dual special frame-wall lateral force-resisting system. In Structures (Vol. 56, p. 104999). Elsevier.
[13] Masoomzadeh, M., Basim, M. C., Chenaghlou, M. R., & Khajehsaeid, H. (2023, February). Probabilistic performance assessment of eccentric braced frames using artificial neural networks combined with correlation latin hypercube sampling. In Structures (Vol. 48, pp. 226-240). Elsevier.
[14] Grubišić, M., Ivošević, J., & Grubišić, A. (2019). Reliability analysis of reinforced concrete frame by finite element method with implicit limit state functions. Buildings, 9(5), 119.
[15] Moon, D. S., Lee, Y. J., & Lee, S. (2018). Fragility analysis of space reinforced concrete frame structures with structural irregularity in plan. Journal of Structural Engineering, 144(8), 04018096.
[16] Wang, N., Huang, X., & Zhang, D. (2021). Seismic fragility assessment of RC plan‐asymmetric wall‐frame structures based on the enhanced damage model. Shock and Vibration, 2021(1), 5559260.
[17] Bommer, J. J., & Acevedo, A. B. (2004). The use of real earthquake accelerograms as input to dynamic analysis. Journal of Earthquake Engineering, 8(spec01), 43-91.
[18] Shome, N., Cornell, C.A. (1999). Probabilistic seismic demand analysis of nonlinear structures. Stanford University.
[19] Rota, M., Penna, A., & Magenes, G. (2010). A methodology for deriving analytical fragility curves for masonry buildings based on stochastic nonlinear analyses. Engineering Structures, 32(5), 1312-1323.
[20] Ibrahim, Y. E. (2016). Assessment of seismic retrofitting techniques of RC structures using fragility curves. Int J Struct Civ Eng Res, 6(1), 63-72.
[21] Mander, J. B., Priestley, M. J., & Park, R. (1988). Theoretical stress-strain model for confined concrete. Journal of structural engineering, 114(8), 1804-1826.
[22] Menegotto, M., & Pinto, P. E. (1973). Method of analysis for cyclically loaded reinforced concrete frames including changes in geometry and non-elastic behavior of elements under combined normal forces and bending moment. IASBE Proceedings.
[23] Lin, S. L., Li, J., Elnashai, A. S., & Spencer Jr, B. F. (2012). NEES integrated seismic risk assessment framework (NISRAF). Soil Dynamics and Earthquake Engineering, 42, 219-228.
[24] Pinho, R. & Elnashai, A. S. (2000). Dynamic collapse testing of a full-scale four storey RC frame. ISET Journal of earthquake Technology, 37, 143-164.
 
[25] Vamvatsikos, D., & Cornell, C. A. (2004). Applied incremental dynamic analysis. Earthquake spectra, 20(2), 523-553.
[26] FEMA 356 (2000) Commentary for the seismic rehabilitation of buildings.
[27] FEMA P-58-1: Seismic Performance Assessment of Buildings. Volume 1–Methodology.”

  • تاریخ دریافت 06 اسفند 1402
  • تاریخ بازنگری 14 تیر 1403
  • تاریخ پذیرش 12 شهریور 1403