پیوندهای مفید
آمار
| تعداد نشریات | 8 |
| تعداد شماره‌ها | 426 |
| تعداد مقالات | 5,554 |
| تعداد مشاهده مقاله | 6,690,619 |
| تعداد دریافت فایل اصل مقاله | 5,656,717 |
مدل‌سازی رفتار خاک‌های دارای ساختار شکننده بر اساس مدل HISS و تئوری حالت آشفتگی | ||
| نشریه مهندسی عمران امیرکبیر | ||
| مقاله 12، دوره 54، شماره 7، مهر 1401، صفحه 2661-2680 اصل مقاله (2.22 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2022.19589.7206 | ||
| نویسندگان | ||
| علی فارسی جانی؛ احد اوریا* | ||
| دانشکده فنی و مهندسی، دانشگاه محقق اردبیلی، اردبیل، ایران | ||
| چکیده | ||
| رفتار تراکم‌پذیری حجمی خاک‌های دارای ساختار که خرد شوندگی ساختار را در حین بارگذاری تجربه می‌کنند، غیرخطی است. مدول الاستیسیته این نوع خاک‌ها در مسیر بارگذاری از لحظه آغاز گسیختگی ساختار، تغییر می‌کند که به ازای خرد شدن ساختار خاک و پر شدن فضای خالی، مقدار آن بیشتر می‌شود. هنگامی که مقادیر اولیه و نهایی مدول الاستیسیته (قبل از آغاز شکست ساختار و پس از خرد شدن ساختار) مشخص باشد، می‌توان از مفهوم حالات آشفتگی برای توصیف رفتار تراکم‌پذیری حجمی خاک‌های دارای ساختار، متناسب با تغییرات مدول الاستیسیته، استفاده نمود. در این پژوهش، وضعیت خاک دارای ساختار در ابتدای بارگذاری به عنوان حالت مرجع دست نخورده در نظر گرفته شده است و حالت نهایی پس از تخریب کامل نیز به عنوان حالت مرجع کاملاً دست خورده در نظر گرفته شده است. با ارائه یک تابع حالت درون‌یاب، مقادیر مدول الاستیسیته در مسیر شکست ساختار مابین مقادیر مدول الاستیسیته اولیه و نهایی تعیین شده است. با استفاده از این تابع حالت تجربی، مدول الاستیسیته خاک در هر لحظه بر اساس مقادیر اولیه و نهایی مدول الاستیسیته تعیین گردیده است. سپس مدل تراکم‌پذیری حجمی با استفاده از مفهوم حالت آشفتگی توسعه داده شد. مدل پیشنهادی در HISS-Model اعمال شد و با داده‌های موجود برای آزمایش‌های برش سه محوری در خاک‌های دارای ساختار، مقایسه شد. مقایسه با نتایج تجربی آزمایش‌های برش سه محوری نشان داد که مدل ارائه شده قادر به پیش‌بینی دقیق رفتار نمونه‌ها می‌باشد. | ||
| کلیدواژه‌ها | ||
| مفهوم حالت آشفتگی؛ خاک خرد شونده؛ تراکم‌پذیری؛ خاک دارای ساختار | ||
| عنوان مقاله [English] | ||
| A Constitutive Model for Structured Soils Based on HISS Model and Disturbed State Concept | ||
| نویسندگان [English] | ||
| Ali Farsijani؛ Ahad Ouria | ||
| Phd candidate of civil engineering, faculty of engineering., University of Mohaghegh Ardabili | ||
| چکیده [English] | ||
| The compression behavior of structured soils after virgin yielding is nonlinear that can not be captured by a single line in semi-logarithmic or fully-logarithmic stress-volumetric strain space. The natural or artificial structure of the soil retains the void ratio of the soil at higher levels than the void ratio of the same soil in remolded state at the same stress levels. Increasing the stress level from the threshold stress of the virgin yielding initiates the crashing of the soil structure that results in large amounts of volumetric strains with a small value of volumetric stiffness. Further crashing the structure of the soil and decreasing its void ratio increases the volumetric stiffness of the soil. Although this procedure is highly nonlinear, however it is a continuous phenomenon and can be formulated mathematically. Since the structure losing behavior of structured soils occurs between two known states, therefore, could be explained based on the disturbed state concept (DSC). According to the DSC, the behavior of complex phenomena between two reference states could be described based on their behaviors in two reference states using an appropriate state function. The state function or interpolating function relates the response of the material at any level to its responses at two reference states. In this paper, a constitutive model base on the hierarchical single surface model (HISS) and the disturbed state concept was proposed to describe the stress-strain and the failure behavior of structured soils. The behavior of the soil at the beginning of the virgin yielding was considered as initial, relatively intact (RI), state and its behavior after a fully crashed state was considered as fully adjusted (FA) state. The disturbance function is derived based on the isotropic compression behavior of the material in the laboratory. A power form state function was proposed to describe the variation of the bulk modulus of the soil. The variable compression model was implemented in HISS model to capture the volumetric behavior of the structured soil. The proposed model was verified based on the data from the literature. The verification of the proposed constitutive model showed the ability of the model to predict the stress-strain and failure behavior of structured soils. | ||
| کلیدواژه‌ها [English] | ||
| Disturbed state concept, Structured soil, Compression, Constitutive model, HISS model | ||
| مراجع | ||
|
[1] Mitchell JK, Soga K. ”Fundamentals of soil behavior”, John Wiley & Sons, US, ,(2005) pp 325-350. [2] A.R. Bagherieh, A. FarsijanI,. ”Consolidation Behavior of collapsible clay soils in saturated and unsaturated conditions” , Sharif Civil Engineering Journal, (2016). pp 43-54 [3] Yang, C., Liu, X., Yang, C., and Carter, J. P. “Constitutive modelling of Otaniemi soft clay in both natural and reconstituted states.” Comput. Geotech, , 70, (2015). 83–95. [4] Karl Terzaghi, Ralph B. Peck, Gholamreza Mesri., “Soil Mechanics in Engineering Practice, 3rd Edition” Wiley published.(1996). [5] Chen, Q., Indratna, B., Carter, J., Nimbalkar, S., “An Isotropic-Kinematic Hardening Model for Coarse Granular Soils Capturing Particle Breakage and Cyclic Loading under Triaxial Stress Space” Canadian Geotechnival Journal., DOI:10.1139/CGJ-(2015) -0166 [6] Yang, C., Carter, J., & Sheng, D. Description of compression behaviour of structured soils and its application. Canadian Geotechnical Journal, (2014) 51. https://doi.org/10.1139/cgj-2013-0265 [7] Lagioia, R., and Nova, R.. “An experimental and theoretical study of the behaviour of a calcarenite in triaxial compression.” Geotechnique, 45(4), (1995).633–648 [8] Rouainia, M., and Muir Wood, D. “A kinematic hardening constitutive model for natural clays with loss of structure.” Geotechnique, 50(2), (2000). 153–164 [9] Liu, M. D., and Carter, J. P “Modelling the destructuring of soils during virgin compression.” Geotechnique, 50(4). (2000a). 479–483. [10] Liu, M. D., Carter, J. P., and Desai, C. S. “Modeling compression behavior of structured geomaterials.” Int. J. Geomech., 10.1061 /(ASCE)1532-3641(2003)3:2(191), 191–204 [11] Chowdhury B, Haque A, Muhunthan B, “New pressure-void ratio relationship for structured soils in the virgin compression range”, Journal of Geotechnical and Geoenvironmental Engineering, 140 (8), (2014 ).06014009. [12] Ouria, A., Ranjbarania, M., Vaezipour, D. “ AFailure Criterion for Weak Cemented Soils” Journal of Civil and Environmental Engineering, 48(3) ,(2018) pp13-21. [13] Ouria, A., “Disturbed State Concept–Based Constitutive Model for Structured Soils” Int. J. Geomech, (2017). 17(7). https://doi.org/10.1061/(ASCE)GM.1943-5622.0000883 [14] Desai, C. S. “A consistent finite element technique for work- oftening behavior.” Proc., Int. Conf. on Computational Methods in Nonlinear Mechanics, J. T. Oden, et al., eds., Texas Institute for Computational Mechanics, Austin, TX. (1974). [15] Desai, C. S., and Toth, J. “Disturbed state constitutive modeling based on stress-strain and non-destructive behavior.” Int. J. Solids Struct., 33(11), (1996). 1619–1650. [16] Desai, C. S. Mechanics of materials and interfaces: The disturbed state concept, CRC, Boca Raton, FL. (2001). [17] Desai, C. S., andWang, Z. C. “Disturbed state model for porous saturated materials.” Int. J. Geomech., 10.1061/(ASCE)1532 -3641(2003)3:2(260), 260–264. [18] Desai, C. S. “Disturbed state concept as unified constitutive modeling approach.” J. Rock Mech. Geotech. Eng., 8(3), (2016). 277–293 [19] Geiser, F., Laloui, L., Vulliet, L., and Desai, C. S. “Disturbed state concept for constitutive modeling of partially saturated porous materials.” Proc., 6th Int. Symp. on Numerical Models in Geomechanics, CRC, Boca Raton, FL. (1997). [20] Ouria, A., Behboodi, M. “Compressibility of Cement Treated Soft Soils” Journal of Civil and Environmental Engineering. (47)1, (2017). pp1-9 [21] Ouria, A., Desai, C. S., and Toufigh, V. “Disturbed state concept based solution for consolidation of plastic clays under cyclic loading.” Int. J. Geomech., (2014). 10.1061/(ASCE)GM.1943-5622.0000336, 04014039. [22] Desai, C. S. “Constitutive modeling of materials and contacts using the disturbed state concept: Part 1: Background and analysis.” Comput. Struct., 146, (2015). 214e33. [23] Toufigh, V., Desai, C. S., Saadatmanesh, H., Toufigh, V., Ahmari, S., and Kabiri, E. “Constitutive modeling and testing of interface between backfill soil and fiber-reinforced polymer.” Int. J. Geomech., (2014). 10.1061/(ASCE)GM.1943-5622.0000298, 04014009. [24] Toufigh, V., Hosseinali, M., and Shirkhorshidi, M. “Experimental study and constitutive modeling of polymer concrete’s behavior in compression.” Constr. Build. Mater., 112, (2016). 183–190. [25] Mendoza, C., Farias, m.m.d., “ Critical State for Structured Soil” Journal of Rock Mechanics and Geotechnical Engineering 12 (2020) 630e641 [26] Coop, M. R., and Atkinson, J. H. “The mechanics of cemented carbonate sands.” Geotechnique, 43(1), (1993). 53–67. [27] Horpibulsuk, S., Suddeepong, A., Chinkulkijniwat, A., and Liu, M. D. “Strength and compressibility of lightweight cemented clays.” Appl. Clay Sci., 69, (2012). 11–21. [28] Horpibulsuk, S., Rachan, R., Suddeepong, A., Liu, M. D., and Du, Y. J. “Compressibility of lightweight cemented clays.” Eng. Geol., 159, (2013).59–66. [29] Chong, S., and Santamarina, J. “Soil compressibility models for a wide stress range.” J. Geotech. Geoenviron. Eng. (2016)., 10.1061/(ASCE)GT .1943-5606.0001482, 06016003. [30] Zhu, S., Chen, C., Mao, F., & Cai, H. Application of disturbed state concept for load-transfer modeling of recoverable anchors in layer soils. Computers and Geotechnics, 137, 104292. (2021). https://doi.org/https://doi.org/10.1016/j.compgeo.2021.104292 [31] Huang, M., Jiang, S., Xu, C., & Xu, D. A new theoretical settlement model for large step-tapered hollow piles based on disturbed state concept theory. Computers and Geotechnics, 124, (2020). 103626. https://doi.org/https://doi.org/10.1016/j.compgeo.2020.103626 [32] Yang, C., Carter, J. P., and Sheng, D. “Description of compression behaviour of structured soils and its application.” Can. Geotech. J., 51(8), (2014). 921–933. [33] Yang, X., & S., D. C. Constitutive Modeling for Overconsolidated Clays Based on Disturbed State Concept. II: Validation. International Journal of Geomechanics, 19(9), (2019). 4019102. https://doi.org/10.1061/(ASCE)GM.1943-5622.0001475 [34] Xiao, Y., and C. Desai. “Constitutive modeling for over consolidated clays based on disturbed state concept. I: Theory.”Int. J. Geomech. 19 (9), (2019). 04019101. https://doi.org/10.1061/(ASCE)GM.1943-5622.0001474 [35] Farsijani A, Ouria A. “Constitutive Modeling the Stress-Strain and Failure Behavior of Structured Soils Based on HISS Model.” IQBQ. (2021); 21 (4) :231-250 [36] Anagnostopoulos, A. G., Kalteziotis, N., Tsiambaos, G. K., and Kavvadas, M. “Geotechnical properties of the Corinth Canal marls.” Geotech. Geol. Eng., 9(1), (1991). 1–26. [37] A. Varadarajan; K. G. Sharma; K. Venkatachalam; and A. K. Gupta.,” Testing and Modeling Two Rockfill Materials”., JOURNAL OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING. [38] Bagherieh, A. R., & Farsijani, A. “The effect of moisture content on the shear strength parameters of plastic fine soils. Modares Journal of Civil Engineering”, 14(3), (2014). 31–41. http://mcej.modares.ac.ir/article-16-3446-fa.html | ||
|
آمار تعداد مشاهده مقاله: 757 تعداد دریافت فایل اصل مقاله: 871 |
||