مهندسی سازه و ساخت

مهندسی سازه و ساخت

تحلیل حساسیت رفتار قاب خمشی با و بدون دیوار برشی به ضعف مقاومت فشاری بتن در زلزله

نوع مقاله : علمی - پژوهشی

نویسندگان
مژده رضانیا 1
نعمت حسنی 2
حمید بایسته 3
1 دانشجوی دکتری، دانشکده عمران، آب و محیط‌زیست ، دانشگاه شهید بهشتی ، تهران، ایران ‏
2 دانشیار، دانشکده مهندسی عمران، آب و محیط زیست، دانشگاه شهید بهشتی ، تهران، ایران
3 استادیار، دانشکده مهندسی عمران، آب و محیط زیست، دانشگاه شهید بهشتی، تهران، ایران
10.22065/jsce.2025.487087.3566
چکیده
بر اساس تجربه در کشورهای کمتر توسعه‌یافته، مقاومت فشاری بتن اجراشده در ساختمان‌های متداول مسکونی بتن مسلح به‌طور قابل‌ملاحظه‌ای کمتر از مقادیر طراحی است. این امر گاهی منجر به فروریزش ساختمان‌ها با قاب خمشی در زلزله‌ها شده است. ناکارآمدی نیروی کار از ریشه‌های این مشکل بوده و پیچیده‌تر شدن ضوابط باعث افزایش آن می‌گردد. لذا راهکارهای ساده برای مقابله با این مشکل ضروری است. حداقل دیوار برشی در ساختمان‌های بتنی یکی از مؤثرترین راهکارهاست. ایده اصلی استفاده از هندسه برای افزایش سختی و مقاومت در مقابل نقیصه کاهش مقاومت فشاری بتن می‌باشد. در این مقاله حساسیت قاب خمشی و دیوار برشی به ضعف مقاومت بتن در سه سطح خفیف، متوسط و شدید بررسی شد. مدل‌های 3 و 6 طبقه قاب خمشی، بدون و با دیوار برشی حداقل، مورد تحلیل دینامیکی خطی و استاتیکی غیرخطی قرار گرفت. نتایج نشان داد که حساسیت جابه‌جایی نسبی قاب خمشی به ضعف مقاومت بتن بسیار بیشتر از مدل‌های با دیوار برشی است؛ به‌گونه‌ای که افزایش جابه‌جایی نسبی قاب خمشی نسبت به مدل مرجع 85% و با دیوار برشی 36% می‌باشد. نتایج تحلیل غیرخطی نشان داد که مدل‌های با دیوار برشی حتی با افت مقاومت بتن به 10 مگاپاسکال سطوح مفاصل پلاستیک از سطح ایمنی جانی فراتر نرفت، اما در قاب خمشی تنها، با افت مقاومت بتن به زیر 20 مگاپاسکال، مدل در آستانه فروریزش قرار گرفت. گرچه حساسیت همه مدل‌ها در تغییرات نسبت تقاضا به ظرفیت (D/C) نزدیک است لیکن مدل‌های با دیوار برشی حساسیت بسیار کمتری به زلزله دارند. جمع‌بندی نتایج پژوهش نشان‌دهنده آن است‌ که در شرایط عدم اطمینان از اجرای بتن باکیفیت، استفاده از دیوار برشی می‌تواند منجر به پایداری نسبی سازه و عدم فروریزش آن شود.
کلیدواژه‌ها
مقاومت فشاری بتن
قاب خمشی بتنی
دیوار برشی بتنی
تحلیل تاریخچه زمانی
تحلیل استاتیکی غیرخطی

موضوعات

عنوان مقاله English

Sensitivity analysis of concrete moment frames with and without shear wall to poor quality concrete in earthquake

نویسندگان English

mozhde rezania 1
Nemat Hassani 2
Hamid Bayesteh 3
1 Ph.D Student, Faculty of Civil, Water and Environmental Engineering, Shahid Beheshti University, Tehran, Iran
2 Associate Professor. Faculty of Civil, Water and Enviromental Engineering, Shahid Beheshti University, Tehran, Iran.
3 Assistant Professor, Department of Civil, Water & Environmental Engineering, Shahid Beheshti University, Tehran, Iran‎
چکیده English

In developing countries, the compressive strength of concrete in typical reinforced concrete residential buildings is often significantly lower than the design specifications. This issue has, in some cases, led to the collapse of moment-frame structures during earthquakes. A primary cause is the inefficiency of the workforce, which is exacerbated by increasingly complex building codes. Thus, simple solutions are necessary to address this problem. One of the most effective measures is the incorporation of minimum shear walls in concrete buildings. The main concept is to use geometry to enhance stiffness and resistance against the deficiencies caused by reduced concrete compressive strength. This study examines the sensitivity of moment frames and shear walls to weaknesses in concrete strength at three levels: mild, moderate, and severe. Three- and six-story moment-frame models, with and without minimum shear walls, were analyzed using linear dynamic and nonlinear static methods. The results showed that the drift sensitivity of moment frames to concrete strength reduction was considerably higher than that of models with shear walls. Specifically, the increase in drift for moment frames, compared to the reference model, was 85%, whereas it was only 36% for models with shear walls. Nonlinear analysis results indicated that models with shear walls, even with a reduction in concrete strength to 10 MPa, did not exceed life safety levels in plastic hinge formation. In contrast, in the case of moment frames without shear walls, a reduction in concrete strength below 20 MPa brought the models to the verge of collapse. Although the sensitivity of the demand-to-capacity (D/C) ratio was similar across all models, those with shear walls exhibited significantly lower sensitivity to seismic forces. The findings indicate that where concrete quality is unreliable, shear walls enhance structural stability and reduce collapse risk.

کلیدواژه‌ها English

Concrete compressive strength
Concrete Moment frame
Concrete shear wall
Time history analysis
Nonlinear Static Analysis
[1] Badrashi, Y., Ali, Q., & Ashraf, M. (2010). Reinforced Concrete Buildings in Pakistan, World Housing Encyclopedia. Earthquake Engineering Research Institute (EERI) & International Association of Earthquake engineering (IAEE), Report, 159.
[2] Rizwan, M., Ahmad, N., & Khan, A. N. (2021). Seismic performance assessment of reinforced concrete moment resisting frame with low strength concrete. Structures.
[3] Raj, A., Sathyan, D., & Mini, K. (2019). Physical and functional characteristics of foam concrete: A review. Construction and Building Materials, 221, 787-799.
[4] Habib, A., Houri, A. A., & Yildirim, U. (2021). Comparative study of base-isolated irregular RC structures subjected to pulse-like ground motions with low and high PGA/PGV ratios in Structures.
[5] Tsai, K., Hsiao, C. P., & Bruneau, M. (2000). Overview of building damages in 921 Chi-Chi earthquake. Earthquake Engineering and Engineering Seismology, 2(1), 93-108.
[6] Malkawi, A. B., Habib, M., Aladwan, J., & Alzubi, Y. (2020). Engineering properties of fibre reinforced lightweight geopolymer concrete using palm oil biowastes. Australian Journal of Civil Engineering, 18(1), 82-92.
[7] Padgett, J. E., & DesRoches, R. (2007). Sensitivity of seismic response and fragility to parameter uncertainty. Journal of Structural Engineering, 133(12), 1710-1718.
[8] Mahmoud, S., Genidy, M., & Tahoon, H. (2017). Time-history analysis of reinforced concrete frame buildings with soft storeys. Arabian Journal for Science and Engineering, 42, 1201-1217.
[9] Lee, T. H., & Mosalam, K. M. (2005). Seismic demand sensitivity of reinforced concrete shear‐wall building using FOSM method. Earthquake engineering & structural dynamics, 34(14), 1719-1736.
[10] Qian, K., He, P., Deng, N., & Li, H. (2021). Impact of concrete strength on seismic behavior of T-shaped double-skin composite walls. Engineering Structures, 236, 112039.
[11] Kim, S., Moon, T., & Kim, S. J. (2020). Effect of uncertainties in material and structural detailing on the seismic vulnerability of RC frames considering construction quality defects. Applied Sciences, 10(24), 8832.
[12] Abbas, A. N., & Abd Al-kareem, W. A. Effect of Concrete Compressive Strength on Performance of Fibrous Reinforced Concrete Corbels.
[13] Bakış, A., Özdemir, M., Işık, E., & El, A. A. (2016). The impact of concrete strength on the structure performance under repeated loads. Bitlis Eren University Journal of Science and Technology, 6(2), 87-91.
[14] Rajeev, P., & Tesfamariam, S. (2011). Effect of construction quality variability on seismic fragility of reinforced concrete building. Proceedings of the ninth pacific conference on earthquake engineering structure building and Earthquake-Resilient Society, Auckland, New Zealand.
[15] Bhandari, M., Bharti, S., Shrimali, M., & Datta, T. (2018). The numerical study of base-isolated buildings under near-field and far-field earthquakes. Journal of Earthquake Engineering, 22(6), 989-1007.
[16] Bhandari, M., Bharti, S., Shrimali, M., & Datta, T. (2019). Seismic fragility analysis of base-isolated building frames excited by near-and far-field earthquakes. Journal of Performance of Constructed Facilities, 33(3), 04019029.
[17] Kaveh, A., Javadi, S., & Mahdipour Moghanni, R. (2021). Optimization-based record selection approach to incremental dynamic analysis and estimation of fragility curves. Scientia Iranica, 28(2), 700-708.
[18] Mahdavi, G., Nasrollahzadeh, K., & Hariri-Ardebili, M. (2019). Optimal FRP jacket placement in RC frame structures towards a resilient seismic design. Sustainability, 11(24), 6985.
[19] Zhao, J., Qiu, H., Sun, J., & Jiang, H. (2021). Seismic performance evaluation of different strategies for retrofitting RC frame buildings. Structures.
[20] Hassani, N. (1999). Kocaeli earthquake in Turkey and the Learnt lessons for Future.
[21] Erberik, M. A. (2008). Fragility-based assessment of typical mid-rise and low-rise RC buildings in Turkey. Engineering Structures, 30(5), 1360-1374.
[22] Kocak, A. (2005). Detailed examination of some existing buildings located at different districts of Istanbul and earthquake risk analysis of these existing buildings.
[23] Bayraktar, A., Altunisik, A. C., Türker, T., Karadeniz, H., Erdogdu, S., Angin, Z., & Özsahin, T. S. (2015). Structural performance evaluation of 90 RC buildings collapsed during the 2011 Van, Turkey, earthquakes. Journal of Performance of Constructed Facilities, 29(6), 04014177.
[24] Caglar, N., Vural, I., Kirtel, O., Saribiyik, A., & Sumer, Y. (2023). Structural damages observed in buildings after the January 24, 2020 Elazığ-Sivrice earthquake in Türkiye. Case Studies in Construction Materials, 18, e01886.
[25] Bayrak, O. F., Bikçe, M., & Erdem, M. M. (2021). Failures of structures during the January 24, 2020, Sivrice (Elazığ) Earthquake in Turkey. Natural Hazards, 108(2), 1943-1969.
[26] Vuran, E., Serhatoğlu, C., Timurağaoğlu, M. Ö., Smyrou, E., Bal, İ. E., & Livaoğlu, R. (2024). Damage observations of RC buildings from 2023 Kahramanmaraş earthquake sequence and discussion on the seismic code regulations. Bulletin of Earthquake Engineering, 1-30.
[27] Ivanov, M. L., & Chow, W.-K. (2023). Structural damage observed in reinforced concrete buildings in Adiyaman during the 2023 Turkiye Kahramanmaras Earthquakes.
[28] Sezgin, S. K., Sakcalı, G. B., Özen, S., Yıldırım, E., Avcı, E., Bayhan, B., & Çağlar, N. (2024). Reconnaissance report on damage caused by the February 6, 2023, Kahramanmaraş Earthquakes in reinforced-concrete structures. Journal of Building Engineering, 89, 109200.
[29] Varzandeh, S. S. H., Mahsuli, M., Kashani, H., Dolatshahi, K. M., & Hamidia, M. (2024). Seismic performance of buildings during the magnitude 7.3 Kermanshah, Iran earthquake. Journal of Building Engineering, 91, 109522.
[30] Rizwan, M., Ahmad, N., Khan, A. N., Qazi, S., Akbar, J., & Fahad, M. (2020). Shake table investigations on code non-compliant reinforced concrete frames. Alexandria Engineering Journal, 59(1), 349-367.
[31]  ETABS theory manual., (2008), Version 9.2.0. Copyright Computers and Structures, Inc.
[32] Iranian Building and housing Research Center (IBHRC) (2013), Design Loads for Buildings. No 6, 3rd edition.
[33] Iranian Building and housing Research Center (IBHRC) (2013), Design and Construction of RC Structures. No 9, 4th edition.
[34] Iranian Building and housing Research Center (IBHRC) (2014). Iranian code of practice for seismic resistant design of  buildings.4th edition.

  • تاریخ دریافت 15 آبان 1403
  • تاریخ بازنگری 25 بهمن 1403
  • تاریخ پذیرش 18 فروردین 1404