مهندسی سازه و ساخت

مهندسی سازه و ساخت

بررسی اثر مورفولوژی ذرات بر رفتار ناهمسان ماسه‌ها با استفاده از دستگاه برش سیلندر توخالی

نوع مقاله : علمی - پژوهشی

نویسندگان
1 دانشکده فنی و مهندسی، دانشگاه ارومیه، ارومیه، ایران
2 گروه عمران، دانشکده فنی، دانشگاه سراسری ارومیه، ارومیه، ایران
چکیده
در این مقاله تاثیرمورفولوژی ماسه ها بر رفتار ناهمسان ذاتی ماسه ها مورد مطالعه قرار گرفته است. مجموعه‌ای از آزمایش‌های برشی پیچشی زهکشی‌نشده با زاویه شیب ثابت (α°) و نسبت تنش اصلی متوسط (b) ثابت توسط دستگاه استوانه‌ پیچشی توخالی (Hollow Cylindrical Torsional Shear Apparatus)، که در این مقاله به اختصار (HCTA) قید می‌شود؛ روی پنج نوع ماسه با عناوین همدان (HAM)، چمخاله(CHM)، فیروزکوه(FIR)، لیتون بازارد(LBS) و اتاوا(OTW) انجام شد. دستگاه استوانه پیچشی توخالی ابزاری مناسب برای اعمال مسیر تنش های متنوع و مناسب مطالعه رفتار ناهمسانی خاک است. در انجام این کار، جهت زاویه تنش اصلی از 15 درجه تا 60 درجه تغییر می کند، در حالی که تنش اصلی میانی بر روی ۰.۵ و فشار محصور کننده بر روی ۱۰۰ کیلوپاسکال ثابت نگه داشته شده اند. در این مطالعه تجزیه و تحلیل تصویر دو بعدی و سه بعدی برای طبقه بندی خواص شکل ذرات اقتباس شده است. این مشخصات مورفولوژیکی از تجزیه و تحلیل تصاویر میکروسکوپ الکترونی روبشی توسط نرم افزار FIJI (برای محاسبات کرویت) و Matlab (جهت محاسبات گردی) تعیین شده و به صورت شاخص کرویت تعریف شد. نتایج آزمایشات بر روی هر پنج نوع ماسه نشان می دهد که با افزایش اندازه شاخص کرویت ، اثرات ناهمسانی کاهش می‌یابد.
کلیدواژه‌ها

موضوعات


عنوان مقاله English

Investigation of the Effect of Particle Morphology on the Anisotropic Behavior of Sands Using a Hollow Cylinder Shear Apparatus

نویسندگان English

Salar Hafezan 1
Hadi Bahadori 2
1 dept. of Civil Engineering, Urmia University, Urmia, Iran
2 Department of Civil Engineering, Urmia University, Urmia, Iran
چکیده English

This study focuses on understanding how sand morphology influences the inherent anisotropic behavior of sands under varying stress conditions. Morphology, which refers to the shape and texture of sand particles, plays a significant role in determining the mechanical behavior of soils. To investigate this effect, a series of undrained torsional shear tests were carried out using a Hollow Cylindrical Torsional Shear Apparatus (HCTA). This advanced apparatus allows for the simulation of diverse stress paths, making it a highly suitable tool for studying soil anisotropy under controlled laboratory conditions. The tests were conducted on five distinct types of sand: Hamedan (HAM), Chamkhaleh (CHM), Firouzkouh (FIR), Leighton Buzzard (LBS), and Ottawa (OTW). During the experiments, the principal stress direction was systematically varied between 15 and 60 degrees to explore the anisotropic response, while maintaining a constant intermediate principal stress ratio (b) of 0.5 and a confining pressure of 100 kPa. The study utilized advanced two-dimensional and three-dimensional image analysis techniques to classify particle shape properties accurately. Morphological features such as sphericity and roundness were quantified using scanning electron microscope (SEM) images. These images were analyzed with FIJI software for sphericity calculations and Matlab for roundness calculations, providing detailed insights into particle geometry. The results revealed a clear relationship between sand morphology and anisotropic behavior. Specifically, an increase in the sphericity index corresponded to a decrease in anisotropic effects. This finding underscores the importance of particle shape in governing the mechanical behavior of sands and highlights the sphericity index as a more critical factor than roundness in influencing anisotropic properties.

کلیدواژه‌ها English

Hollow Cylindrical Torsional Shear Apparatus
Sand
Morphology
Anisotropic Behavior
Sphericity
Undrained Shear Strength
[1] Rakesh, and W.W. Symes. (1988). Uniqueness for an inverse problem for the wave equation: Inverse problem for the wave equation. Communications in Partial Differential Equations, 13(1), 87-96.
[2] Yoshimine, M., K. Ishihara, and W. Vargas. (1998). Effects of principal stress direction and intermediate principal stress on undrained shear behavior of sand. Soils and Foundations, 38(3), 179-188.
[3] Bahadori, H., A. Ghalandarzadeh, and I. Towhata. (2008). Effect of non-plastic silt on the anisotropic behavior of sand. Soils and Foundations, 48(4), 531-545.
[4] Sivathayalan, S. and Y. Vaid. (2002). Influence of generalized initial state and principal stress rotation on the undrained response of sands. Canadian Geotechnical Journal, 39(1), 63-76.
[5] Kato, S. (2001). Basic properties of thin-disk oscillations. Publications of the Astronomical Society of Japan, 53(1), 1-24.
[6] Ishihara, K. and I. Towhata. (1983). Sand response to cyclic rotation of principal stress directions as induced by wave loads. Soils and Foundations, 23(4), 11-26.
[7] Pradel, D., K. Ishihara, and M. Gutierrez. (1990). Yielding and flow of sand under principal stress axes rotation. Soils and Foundations, 30(1), 87-99.
[8] Pradhan, T.B., F. Tatsuoka, and N. Horii. (1988). Simple shear testing on sand in a torsional shear apparatus. Soils and Foundations, 28(2), 95-112.
[9] Symes, M., A. Gens, and D. Hight. (1984). Undrained anisotropy and principal stress rotation in saturated sand. Geotechnique, 34(1), 11-27.
[10] Uthayakumar, M. and Y. Vaid. (1998). Static liquefaction of sands under multiaxial loading. Canadian Geotechnical Journal, 35(2), 273-283.
[11] Saada, A. and F. Townsend. (1981). State of the art: Laboratory strength testing of soils.
[12] Shahnazari, H. and I. Towhata. (2002). Torsion shear tests on cyclic stress-dilatancy relationship of sand. Soils and Foundations, 42(1), 105-119.
[13] Khayat, N., A. Ghalandarzadeh, and M.K. Jafari. (2014). Grain shape effect on the anisotropic behaviour of silt–sand mixtures. Proceedings of the Institution of Civil Engineers-Geotechnical Engineering, 167(3), 281-296.
[14] Holtz, W.G. and H.J. Gibbs. (1956). Triaxial shear tests on pervious gravelly soils. Journal of the Soil Mechanics and Foundations Division, 82(1), 867-1-867-22.
[15] Frederick, M. (1961). Notes on the shape of particles and its influence on the properties of sands. Proc. of the Midland Soil Mechanics and Foundation Engineering Society, 157-162.
[16] Zolkov, E. and G. Wiseman. (1965). Engineering properties of dune and beach sands and the influence of stress history. In Proc. of Sixth Int. Conf. on SMFE.
[17] Islam, M.N., et al. (2019). Effect of particle size on the shear strength behavior of sands. arXiv preprint arXiv:1902.09079.
[18] Vangla, P. and G.M. Latha. (2015). Influence of particle size on the friction and interfacial shear strength of sands of similar morphology. International Journal of Geosynthetics and Ground Engineering, 1, 1-12.
[19] Shahu, J., Yudhbir, and N.K. Rao. (1998). Discussion of “Cumulative Plastic Deformation for Fine-Grained Subgrade Soils” by Dingqing Li and Ernest T. Selig. Journal of Geotechnical and Geoenvironmental Engineering, 124(11), 1153-1154.
[20] Koerner, R.M. (1970). Effect of particle characteristics on soil strength. Journal of the Soil Mechanics and Foundations Division, 96(4), 1221-1234.
[21] Alshibli, K.A. and S. Sture. (2000). Shear band formation in plane strain experiments of sand. Journal of Geotechnical and Geoenvironmental Engineering, 126(6), 495-503.
[22] Shinohara, K., M. Oida, and B. Golman. (2000). Effect of particle shape on angle of internal friction by triaxial compression test. Powder Technology, 107(1-2), 131-136.
[23] Sukumaran, B. and A. Ashmawy. (2001). Quantitative characterisation of the geometry of discrete particles. Geotechnique, 51(7), 619-627.
[24] Mair, K., K.M. Frye, and C. Marone. (2002). Influence of grain characteristics on the friction of granular shear zones. Journal of Geophysical Research: Solid Earth, 107(B10), ECV 4-1-ECV 4-9.
[25] Liu, S. and H. Matsuoka. (2003). Microscopic interpretation on a stress-dilatancy relationship of granular materials. Soils and Foundations, 43(3), 73-84.
[26] Rousé, P., R. Fannin, and D. Shuttle. (2008). Influence of roundness on the void ratio and strength of uniform sand. Géotechnique, 58(3), 227-231.
[27] Vaid, Y.P., J.C. Chern, and H. Tumi. (1985). Confining pressure, grain angularity, and liquefaction. Journal of Geotechnical Engineering, 111(10), 1229-1235.
[28] Nouguier-Lehon, C., B. Cambou, and E. Vincens. (2003). Influence of particle shape and angularity on the behaviour of granular materials: A numerical analysis. International Journal for Numerical and Analytical Methods in Geomechanics, 27(14), 1207-1226.
[29] Mirghasemi, A., L. Rothenburg, and E. Matyas. (2002). Influence of particle shape on engineering properties of assemblies of two-dimensional polygon-shaped particles. Geotechnique, 52(3), 209-217.
[30] Tsomokos, A. and V. Georgiannou. (2010). Effect of grain shape and angularity on the undrained response of fine sands. Canadian Geotechnical Journal, 47(5), 539-551.
[31] Ishihara, K. (1993). Liquefaction and flow failure during earthquakes. Geotechnique, 43(3), 351-451.
[32] Chian, S.C., K. Tokimatsu, and S.P.G. Madabhushi. (2014). Soil liquefaction–induced uplift of underground structures: Physical and numerical modeling. Journal of Geotechnical and Geoenvironmental Engineering, 140(10), 04014057.
[33] Ardeshiri-Lajimi, S., M. Yazdani, and A. Assadi Langroudi. (2016). A study on the liquefaction risk in seismic design of foundations. Geomechanics and Engineering, 11(6), 805-820.
[34] Yang, J. and L. Wei. (2012). Collapse of loose sand with the addition of fines: The role of particle shape. Géotechnique, 62(12), 1111-1125.
[35] Kramer, S.L. and H.B. Seed. (1988). Initiation of soil liquefaction under static loading conditions. Journal of Geotechnical Engineering, 114(4), 412-430.
[36] Hight, D., et al. (1997). Wave velocity and stiffness measurements of the Crag and Lower London Tertiaries at Sizewell. Géotechnique, 47(3), 451-474.
[37] Lade, P.V. and L.B. Ibsen. (1997). A study of the phase transformation and the characteristic lines of sand behaviour. In Proc. Int. Symp. on Deformation and Progressive Failure in Geomechanics, Nagoya.
[38] Vaid, Y.P. and S. Sivathayalan. (2000). Fundamental factors affecting liquefaction susceptibility of sands. Canadian Geotechnical Journal, 37(3), 592-606.
[39] Yoshimine, M., P. Robertson, and C. Wride. (1999). Undrained shear strength of clean sands to trigger flow liquefaction. Canadian Geotechnical Journal, 36(5), 891-906.
[40] Pena, A., R. Garcia-Rojo, and H.J. Herrmann. (2007). Influence of particle shape on sheared dense granular media. Granular Matter, 9(3), 279-291.
[41] Falagush, O., G. McDowell, and H.-S. Yu. (2015). Discrete element modeling of cone penetration tests incorporating particle shape and crushing. International Journal of Geomechanics, 15(6), 04015003.
[42] Ferellec, J.-F. and G.R. McDowell. (2010). A method to model realistic particle shape and inertia in DEM. Granular Matter, 12, 459-467.
[43] Wadell, H. (1933). Sphericity and roundness of rock particles. The Journal of Geology, 41(3), 310-331.
[44] Krumbein, W.C. and L.L. Sloss. (1951). Stratigraphy and Sedimentation. Vol. 71. LWW.
[45] Zingg, T. (1935). Beitrag zur schotteranalyse. ETH Zurich.
[46] Angelidakis, V., S. Nadimi, and S. Utili. (2022). Elongation, flatness and compactness indices to characterise particle form. Powder Technology, 396, 689-695.
[47] Mora, C. and A. Kwan. (2000). Sphericity, shape factor, and convexity measurement of coarse aggregate for concrete using digital image processing. Cement and Concrete Research, 30(3), 351-358.
[48] Altuhafi, F., C. O’Sullivan, and I. Cavarretta. (2013). Analysis of an image-based method to quantify the size and shape of sand particles. Journal of Geotechnical and Geoenvironmental Engineering, 139(8), 1290-1307.
[49] Wadell, H. (1932). Volume, shape, and roundness of rock particles. The Journal of Geology, 40(5), 443-451.
[50] Mitchell, J.K. and K. Soga. (2005). Fundamentals of Soil Behavior. Vol. 3. John Wiley & Sons New York.
[51] Rodriguez, J., J. Johansson, and T. Edeskär. (2012). Particle shape determination by two-dimensional image analysis in geotechnical engineering. In Nordic Geotechnical Meeting: 09/05/2012-12/05/2012. Danish Geotechnical Society.
[52] Yoshimi, Y., J. Tokimatsu, and A. Ohara. (1994). In situ liquefaction resistance of clean sands over a wide density range. Geotechnique, 44(3), 479-494.
[53] Ladd, R.S. (1974). Specimen preparation and liquefaction of sands. Journal of the Geotechnical Engineering Division, 100(10), 1180-1184.
[54] Amini, F. and G. Qi. (2000). Liquefaction testing of stratified silty sands. Journal of Geotechnical and Geoenvironmental Engineering, 126(3), 208-217.
[55] Vaid, Y.P., S. Sivathayalan, and D. Stedman. (1999). Influence of specimen-reconstituting method on the undrained response of sand. Geotechnical Testing Journal, 22(3), 187-195.
[56] Ghionna, V.N. and D. Porcino. (2006). Liquefaction resistance of undisturbed and reconstituted samples of a natural coarse sand from undrained cyclic triaxial tests. Journal of Geotechnical and Geoenvironmental Engineering, 132(2), 194-202.
[57] DeGregorio, V.B. (1990). Loading systems, sample preparation, and liquefaction. Journal of Geotechnical Engineering, 116(5), 805-821.
[58] Mulilis, J.P., et al. (1977). Effects of sample preparation on sand liquefaction. Journal of the Geotechnical Engineering Division, 103(2), 91-108.
[59] Zarei, C., H. Soltani-Jigheh, and K. Badv. (2019). Effect of inherent anisotropy on the behavior of fine-grained cohesive soils. International Journal of Civil Engineering, 17, 687-697.

  • تاریخ دریافت 24 بهمن 1403
  • تاریخ بازنگری 18 فروردین 1404
  • تاریخ پذیرش 01 اردیبهشت 1404