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تحلیل همبسته دینامیکی شمع‌های فولادی قطور واقع در لایه‌های خاک روانگرا | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 12، دوره 54، شماره 11، بهمن 1401، صفحه 4271-4286 اصل مقاله (1.95 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2022.20610.7479 | ||
| نویسندگان | ||
| امین قطبی1؛ محمد علیائی* 1؛ هیثم حیدرزاده2 | ||
| 1دانشکده مهندسی عمران و محیط زیست، دانشگاه تربیت مدرس، تهران، ایران | ||
| 2دانشکده فنی و مهندسی، دانشگاه شهرکرد، شهرکرد، ایران | ||
| چکیده | ||
| بسیاری از سواحل ایران در معرض خطر زلزله قرار دارند و تحت اثر بارگذاری دینامیکی زلزله، این خاک‌ها با توجه به اشباع بودن، مستعد روانگرا شدن هستند. لذا در تحقیق حاضر، رفتار خاک ماسه‌ای اشباع در دو لایه با تراکم نسبی‌های مختلف به همراه اثرات اندرکنشی خاک و شمع تحت اثر بار دینامیکی سینوسی از نوع تاریخچه شتاب مورد توجه قرار گرفته است. بدین منظور از یک مدل رفتاری بر مبنای نظریه صفحات تودرتو استفاده گردیده و برای حل معادلات حاکم بر محیط مختلخل اشباع به صورت کاملاً همبسته، از روش اجزای محدود استفاده شده است. بر اساس نتایج به دست آمده، ملاحظه می شود در لایه های سطحی با پتانسیل روانگرایی بالا، بدون توجه به اینکه فرکانس بارگذاری چه مقداری باشد، در این اعماق روانگرایی رخ خواهد داد. اما در اعماق و لایه هایی که پتانسیل روانگرایی در آن‌ها کمتر است، افزایش فشار آب حفرهای به شدت تابع فرکانس بارگذاری است، به طوری که با افزایش فرکانس نسبت به فرکانس طبیعی، فشار آب حفرهای تحت بارگذاری دینامیکی، کمتر افزایش می یابد. همچنین، بر اساس تحلیل های انجام شده تحت فرکانس‌های مختلف مشاهده می‌شود که در یک فرکانس خاص بارگذاری دینامیکی، افزایش طول شمع تأثیر چندانی بر تغییر مکان سر شمع (به دلیل جرم زیاد آن) ندارد اما می‌تواند تغییر مکان در طول و انتهای مدفون شمع را تا حد زیادی تحت تأثیر قرار دهد. از این رو، هر چه نسبت طولی از شمع که در خاک روانگرا قرار دارد به طول کل شمع، بزرگتر باشد، امکان تغییر مکان انتهای مدفون شمع بیشتر می شود؛ و در نتیجه می‌تواند منجر به عدم پایداری سازه شود. | ||
| کلیدواژه‌ها | ||
| مدل‌سازی عددی؛ روانگرایی؛ خاک لایه‌ای؛ اندرکنش خاک و شمع؛ مدل رفتاری چند سطحی | ||
| موضوعات | ||
| پی های عمیق و ریز شمع ها؛ روانگرایی؛ مکانیک خاک و پی | ||
| عنوان مقاله [English] | ||
| Dynamic coupled analysis of large-diameter steel piles located in liquefiable soil layers | ||
| نویسندگان [English] | ||
| Amin Ghotbi1؛ Mohammad Oliaei1؛ Heisam Heidarzadeh2 | ||
| 1Postgraduate student, Faculty of Civil & Environmental Engineering, Tarbiat Modares University, Iran | ||
| 2Assistant Professor of Civil Engineering, Faculty of Engineering, Sharekord University, Iran | ||
| چکیده [English] | ||
| Many shores in Iran are at risk of earthquakes, and due to the dynamic loading of the earthquake, these saturated soils are prone to liquefaction. In this study, the behavior of two-layered saturated sand with different relative densities and the interaction effects of soil and pile under dynamic loads has been considered. For this purpose, a constitutive model presented in the multi-surface framework has been applied. In addition, the equations governing the saturated environment have been solved in a completely coupled way based on the finite element method. According to the obtained results, liquefaction will occur in the upper layers no matter the loading frequency when their liquefaction potential is high. Nevertheless, at depths and layers where the liquefaction potential is low, the pore pressure is strongly dependent on the loading frequency, so with an increase in the frequency of the dynamic loads, the water pore pressure increases less. Also, based on the analyses performed under different frequencies, it is observed that at a dynamic loading frequency, increasing the pile length has little effect on the displacement of the pile head but can significantly affect the displacement of the buried parts. Therefore, the larger the ratio of the pile length in the liquefiable soil to the total length of the pile, the greater the possibility of more displacement in the buried end of the pile; and as a result, it can lead to instability of the structure. | ||
| کلیدواژه‌ها [English] | ||
| Numerical modeling, Liquefaction, Layered soil, Soil-pile interaction, Multi-surface constitutive model | ||
| مراجع | ||
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[1] Wen-Huei Phillip Yen, Genda Chen, Ian Buckle, Tony Allen, Daniel Alzamora, Jeffrey Ger, J.G. Arias, Post-Earthquake Reconnaissance Report on Transportation Infrastructure: Impact of the February 27, 2010, Offshore Maule Earthquake in Chile, Office of Infrastructure Research and Development - Federal Highway Administration, 2011. [2] K. Ishihara, Terzaghi oration: Geotechnical aspects of the 1995 Kobe earthquake, in: International conference; 14th, Soil mechanics and foundation engineering, A A Balkema;, Hamburg; Germany, 1997, pp. 2047-2074. [3] A. Franza, C. Zheng, A.M. Marshall, R. Jimenez, Investigation of soil–pile–structure interaction induced by vertical loads and tunnelling, Computers and Geotechnics, 139 (2021) 104386. [4] Y. Zhang, W. Wu, H. Zhang, M.H.E. Naggar, K. Wang, G. Jiang, G. Mei, A novel soil-pile interaction model for vertical pile settlement prediction, Applied Mathematical Modelling, 99 (2021) 478-496. [5] Y. Wang, S. Sang, M. Zhang, X. Liu, S. Yang, Field test of earth pressure at pile-soil interface by single pile penetration in silty soil and silty clay, Soil Dynamics and Earthquake Engineering, 145 (2021) 106666. [6] M. Sadeghian, M. Hassanlourad, A. Ardakani, R. Dinarvand, Numerical Investigations on Group Pile“ Lateral Bearing Capacity Considering Interaction of Soil and Structure, in, 2019. [7] D.W. Wilson, Soil-Pile-Superstructure Interaction in Liquefying Sand and Soft Clay, University of California at Davis, 1998. [8] Y. Sawamura, K. Inagami, T. Nishihara, T. Kosaka, M. Hattori, M. Kimura, Seismic performance of group pile foundation with ground improvement during liquefaction, Soils and Foundations, 61(4) (2021) 944-959. [9] K. Tokimatsu, H. Suzuki, M. Sato, Effects of inertial and kinematic interaction on seismic behavior of pile with embedded foundation, Soil Dynamics and Earthquake Engineering, 25(7) (2005) 753-762. [10] S.M. Haeri, A. Kavand, I. Rahmani, H. Torabi, Response of a group of piles to liquefaction-induced lateral spreading by large scale shake table testing, Soil Dynamics and Earthquake Engineering, 38 (2012) 25-45. [11] P.S.Ö. Kardoğan, S. Bhattacharya, Review of Liquefaction Around Marine and Pile-Supported Wharf Structures, in, Springer International Publishing, Cham, 2018, pp. 893-903. [12] H. Moayedi, R. Nazir, M. Mosallanezhad, R.B.M. Noor, M. Khalilpour, Lateral deflection of piles in a multilayer soil medium. Case study: The Terengganu seaside platform, Measurement, 123 (2018) 185-192. [13] A. Khosravifar, J. Nasr, Modified design procedures for bridge pile foundations subjected to liquefaction-induced lateral spreading, DFI Journal - The Journal of the Deep Foundations Institute, 11(2-3) (2017) 114-127. [14] H. Hu, Y. Huang, M. Xiong, L. Zhao, Investigation of seismic behavior of slope reinforced by anchored pile structures using shaking table tests, Soil Dynamics and Earthquake Engineering, 150 (2021) 106900. [15] Z. Xiao-ling, X. Jun-yuan, H. Yan, C. Shong-loong, Model test study on horizontal bearing behavior of pile under existing vertical load, Soil Dynamics and Earthquake Engineering, 147 (2021) 106820. [16] M. Zamanian, M. Payan, F. Jafarzadeh, N. Ranjbar, K. Senetakis, Evolution of Dynamic Properties of Cross-Anisotropic Sand Subjected to Stress Anisotropy, Journal of Geotechnical and Geoenvironmental Engineering, 147(7) (2021) 04021048. [17] S.K. Patra, S. Haldar, S. Bhattacharya, Predicting tilting of monopile supported wind turbines during seismic liquefaction, Ocean Engineering, 252 (2022) 111145. [18] A. Haddad, A. Barari, R. Amini, The remedial performance of suction caisson foundations for offshore wind turbines under seismically induced liquefaction in the seabed: Shake table testing, Marine Structures, 83 (2022) 103171. [19] Z. Cheng, B. Jeremic, Numerical modeling and simulation of pile in liquefiable soil, Soil Dynamics and Earthquake Engineering, 29 (2009) 1405-1416. [20] A. Rahmani, A. Pak, Dynamic behavior of pile foundations under cyclic loading in liquefiable soils, Computers and Geotechnics, 40 (2012) 114-126. [21] A. Asgari, M. Oliaei, M. Bagheri, Numerical simulation of improvement of a liquefiable soil layer using stone column and pile-pinning techniques, Soil Dynamics and Earthquake Engineering, 51 (2013) 77-96. [22] M. Yoo, J. Han, J. Choi, S.-Y. Kwon, Development of predicting method for dynamic pile behavior by using centrifuge tests considering the kinematic load effect, Bulletin of Earthquake Engineering, 15 (2016) 967-989. [23] R.S. Merifield, S.J. Goodall, S.A. McFarlane, Finite element modelling to predict the settlement of pile groups founded above compressible layers, Computers and Geotechnics, 134 (2021) 104139. [24] H. Ahmad, A. Mahboubi, A. Noorzad, M. Zamanian, Impact of reinforcement granular soils on the behaviour of strip footing nearby an excavation, Geomechanics and Geoengineering, (2021) 1-32. [25] C.H. Chaudhuri, D. Chanda, R. Saha, S. Haldar, Three-dimensional numerical analysis on seismic behavior of soil-piled raft-structure system, Structures, 28 (2020) 905-922. [26] S. Abbasi, A. Ardakani, M. Yakhchalian, The effect of pile cap stiffness on the seismic response of soil-pile-structure systems under near-fault ground motions, Earthquakes and Structures, 20(1) (2021) 87-96. [27] F. Ranjbar, A. Asgari, H. Akbarzadeh Bengar, Effect of Ground Slope on the Dynamic Response of Piles Group in Liquefiable Soil based on 3D Numerical Simulation, Bulletin of Earthquake Science and Engineering, 8(4) (2022) 29-49. [28] A. Kavand, A. Sadeghi Meibodi, 3-Dimensional Numerical Modelling of Pile Group Response to Liquefaction-induced Lateral Spreading, Amirkabir Journal of Civil Engineering, 52(5) (2020) 1061-1078. [29] A. Elgamal, Z. Yang, E. Parra, A. Ragheb, Modeling of cyclic mobility in saturated cohesionless soils, International Journal of Plasticity, 19(6) (2003) 883-905. [30] Jinchi Lu, Ahmed Elgamal, Z. Yang, OpenSeesPL: 3D lateral pile-ground interaction user manual (Beta 1.0), University of California, San Diego, Department of Structural Engineering, 2011. [31] S. Yao, K. Kobayashi, N. Yoshida, H. Matsuo, Interactive behavior of soil–pile-superstructure system in transient state to liquefaction by means of large shake table tests, Soil Dynamics and Earthquake Engineering, 24(5) (2004) 397-409. [32] S. Malhotra, Selection, Design and Construction of Offshore Wind Turbine Foundations, in: 4th (Ed.) Wind Turbines, IntechOpen, IntechOpen, 2011. | ||
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