A nonlinear interface structural damage model between ice crystal and frozen clay soil

doi:10.3724/SP.J.1226.2021.20050

Abstract

Abstract:

The shear properties of ice-frozen soil interface are important when studying the constitutive model of frozen soil and slope stability in cold regions. In this research, a series of cryogenic direct shear tests for ice-frozen clay soil interface were conducted. Based on experimental results, a nonlinear interface structural damage model is proposed to describe the shear properties of ice-frozen clay soil interface. Firstly, the cementation and friction structural properties of frozen soil materials were analyzed, and a structural parameter of the ice-frozen clay soil interface is proposed based on the cryogenic direct shear test results. Secondly, a structural coefficient ratio is proposed to describe the structural development degree of ice-frozen clay soil interface under load, which is able to normalize the shear stress of ice-frozen clay soil interface, and the normalized data can be described by the Duncan-Chang model. Finally, the tangent stiffness of ice-frozen clay soil interface is calculated, which can be applied to the mechanics analysis of frozen soil. Also, the shear stress of ice-frozen clay soil interface calculated by the proposed model is compared with test results.

Key words: ice-frozen clay soil interface, cryogenic direct shear test, structural coefficient ratio, shear tangent stiffness, cementation

Sheng Shi,Feng Zhang,KangWei Tang,DeCheng Feng,XuFeng Lu. A nonlinear interface structural damage model between ice crystal and frozen clay soil[J].Sciences in Cold and Arid Regions, 2021, 13(2): 150-166.

Figures/Tables 21

Figure 1

Table 1

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Figure 10

Figure 11

Table 2

Parameters of generalized hyperbolic model"

Initial moisture content	Initial void ratio	Parameters under different normal stresses (kPa)
		$α$	$β$	$χ$
		50 100 200	50 100 200	50 100 200
14%	1.0	0.061 0.040 0.059	0.092 0.293 0.408	0.162 0.132 0.0908
	0.8	0.135 0.120 0.125	0.194 0.266 0.316	0.088 0.116 0.102
	0.6	0.105 0.139 0.108	0.224 0.242 0.372	0.066 0.074 0.075
16%	1.0	0.140 0.078 0.044	0.042 0.372 0.504	0.159 0.049 0.036
	0.8	0.075 0.183 0.326	0.152 0.157 0.135	0.030 0.082 0.121
	0.6	0.147 0.177 0.246	0.187 0.200 0.167	0.034 0.036 0.053
18%	1.0	0.145 0.179 0.099	0.043 0.099 0.247	0.133 0.139 0.109
	0.8	0.070 0.159 0.332	0.240 0.245 0.178	0.019 0.037 0.057
	0.6	0.063 0.032 0.050	0.140 0.200 0.280	0.044 0.037 0.028

Table 2

Table 3

Figure 12

Figure 13

Figure 14

Table 4

Figure 15

Figure 16

Figure 17

References 0

	Ali N, Mahzad EF, Hooshang K, et al., 2018. A new approach to modeling the behavior of frozen soils. Engineering Geology, 246: 82-90. DOI: https://doi.org/10.1016/j.enggeo. 2018.09.018. doi: 10.1016/j.enggeo. 2018.09.018
	Arenson LU, Springman SM, 2005. Mathematical descriptions for the behaviour of ice-rich frozen soils at temperatures close to 0 ℃. Canadian Geotechnical Journal, 42(2): 431-442. DOI: https://doi.org/10.1139/t04-109. doi: 10.1139/t04-109
	ASTM, 1998. Standard test method for direct shear test of soils under consolidated drained conditions. ASTM Standard D3080-98.
	Bondarenko GI, Sadovskii AV, 1975. Strength and deformability of frozen soil in contact with rock. Soil Mechanics and Foundation Engineering, 12(3): 174-178.
	Bray MT, French HM, Shur Y, 2006. Further cryostratigraphic observations in the CRREL Permafrost Tunnel, Fox, Alaska. Permafrost and Periglacial Processes, 17: 233-243. DOI: https://doi.org/10.1002/ppp.558. doi: 10.1002/ppp.558
	Bray MT, 2012. The influence of cryostructure on the creep behavior of ice-rich permafrost. Cold Regions Science and Technology, (79-80): 43-52. DOI: https://doi.org/10.1016/j.coldregions.2012.04.003. doi: 10.1016/j.coldregions.2012.04.003
	Chen SS, Zang SY, Sun L, 2020. Characteristics of permafrost degradation in Northeast China and its ecological effects: A review. Sciences in Cold and Arid Regions, 12(1): 1-11. DOI: https://doi.10.3724/SP.J.1226.2020.00001. doi: https://doi.10.3724/SP.J.1226.2020.00001
	Cudmani R, 2006. An elastic-viscoplastic model for frozen soils. Numerical Modelling of Construction Processes in Geotechnical Engineering for Urban Environment. Taylor & Francis Group, London, pp. 177-183.
	Di Donna A, Ferrari A, Laloui L, 2015. Experimental investigations of the soil-concrete interface: physical mechanisms, cyclic mobilization, and behavior at different temperatures. Canadian Geotechnical Journal, 53(4): 659-672. DOI: https://doi.10.1139/cgj-2015-0294. doi: https://doi.10.1139/cgj-2015-0294
	French H, Shur Y, 2010. The principles of cryostratigraphy. Earth-Science Reviews, 101: 190-206. DOI: https://doi.org/10.1016/j.earscirev.2010.04.002. doi: 10.1016/j.earscirev.2010.04.002
	Lai YM, Li SY, Qi JL, 2008. Strength distributions of warm frozen clay and its stochastic damage constitutive model. Cold Regions Science and Technology, 53(2): 200-215. DOI: https://doi.org/10.1016/j.coldregions.2007.11.001. doi: 10.1016/j.coldregions.2007.11.001
	Lai YM, Jin L, Chang XX, 2009. Yield criterion and elasto-plastic damage constitutive model for frozen sandy soil. International Journal of Plasticity, 25: 1177-1205. DOI: https://doi.org/10.1016/j.ijplas.2008.06.010. doi: 10.1016/j.ijplas.2008.06.010
	Lai YM, Li JB, Li QZ, 2012. Study on damage statistical constitutive model and stochastic simulation for warm ice-rich frozen silt. Cold Regions Science and Technology, 71: 102-110. DOI: https://doi.org/10.1016/j.coldregions.2011. 11.001. doi: 10.1016/j.coldregions.2011. 11.001
	Lai Y, Xu X, Yu W, 2014. An experimental investigation of the mechanical behavior and a hyperplastic constitutive model of frozen loess. International Journal of Engineering Science, 84: 29-53. DOI: https://doi.org/10.1016/j.ijengsci. 2014.06.011. doi: 10.1016/j.ijengsci. 2014.06.011
	Lai Y, Liao M, Hu K, 2016. A constitutive model of frozen saline sandy soil based on energy dissipation theory. International Journal of Plasticity, 78: 84-113. DOI: https://doi.org/10. 1016/j.ijplas.2015.10.008. doi: 10. 1016/j.ijplas.2015.10.008
	Ladanyi B, 1995. Frozen soil-structure interfaces. Studies in Applied Mechanics, 42(6): 3-33. DOI: https://doi.org/10. 1016/S0922-5382(06)80004-8. doi: 10. 1016/S0922-5382(06)80004-8
	Li SY, Lai YM, Zhang SJ, 2009. An improved statistical damage constitutive model for warm frozen clay based on Mohr-coulomb criterion. Cold Regions Science and Technology, 57(2): 154-159. DOI: https://doi.org/10.1016/j.coldregions.2009.02.010. doi: 10.1016/j.coldregions.2009.02.010
	Li SY, Niu FJ, Lai YM, et al., 2017. Optimal design of thermal insulation layer of a tunnel in permafrost regions based on coupled heat-water simulation. Applied Thermal Engineering, 110: 1264-1273. DOI: https://doi.org/10.1016/j.applthermaleng.2016.09.033. doi: 10.1016/j.applthermaleng.2016.09.033
	Liu EL, Lai YM, Liao MK, et al., 2016. Fatigue and damage properties of frozen silty sand samples subjected to cyclic triaxial loading. Canadian Geotechnical Journal, 53: 1939-1951. DOI: https://doi.org/10.1139/cgj-2016-0152. doi: 10.1139/cgj-2016-0152
	Liu J, Lv P, Cui Y, 2014. Experimental study on direct shear behavior of frozen soil-concrete interface. Cold Regions Science and Technology, (104-105): 1-6. DOI: https://doi.org/10. 1016/j.coldregions.2014.04.007. doi: 10. 1016/j.coldregions.2014.04.007
	Ma W, Cheng GD, Wu QB, et al., 2005. Application on idea of dynamic design in Qinghai-Tibet railway construction. Cold Regions Science and Technology, 41: 165-173. DOI: https://doi.org/10.1016/j.coldregions.2004.09.002. doi: 10.1016/j.coldregions.2004.09.002
	Murphy KD, McCartney JS, 2014. Thermal borehole shear device. Geotechnical Testing Journal, 37(6): 20140009. DOI: https://doi.10.1520/GTJ20140009. doi: https://doi.10.1520/GTJ20140009
	Rotta LAF, Frigo B, Chiaia B, 2017. A non-linear constitutive model for describing the mechanical behavior of frozen ground and permafrost. Cold Regions Science and Technology, 133: 63-69. DOI: https://doi.org/10.1016/j.coldregions.2016.10.010. doi: 10.1016/j.coldregions.2016.10.010
	Sayles FH, 1973. Triaxial and creep tests on frozen Ottawa sand. Proceeding of 2nd International Permafrost Conference. Washington, D.C: National Academy of Sciences, pp. 384-391.
	Shur YL, Jorgenson MT, 1998. Cryostructure development on the floodplains of Colville River Delta, Northern Alaska. Permafrost. Proceedings of 7th International Conference, Yellowknife, Canada, pp. 993-999.
	Wang S, Qi J, Yin Z, 2014. A simple rheological element based creep model for frozen soils. Cold Regions Science and Technology, (106-107): 47-54. DOI: https://doi.org/10. 1016/j.coldregions.2014.06.007. doi: 10. 1016/j.coldregions.2014.06.007
	Yamamoto Y, Springman SM, 2014. Axial compression stress path tests on artificial frozen soil samples in a triaxial device at temperatures just below 0 ℃. Canadian Geotechnical Journal, 51(10): 1178-1195. DOI: https://doi.10.1139/cgj-2013-0257. doi: https://doi.10.1139/cgj-2013-0257
	Yazdani S, Helwany S, Olgun G, 2019. Influence of temperature on soil-pile interface shear strength. Geomechanics for Energy and the Environment, 18: 69-78. DOI: https://doi.org/10.1016/j.gete.2018.08.001. doi: 10.1016/j.gete.2018.08.001
	Yang Y, Lai Y, Chang X, 2010. Experimental and theoretical studies on the creep behavior of warm ice-rich frozen sand. Cold Regions Science and Technology, 63(1): 61-67. DOI: https://doi.org/10.1016/j.coldregions.2010.04.011. doi: 10.1016/j.coldregions.2010.04.011
	Yang Y, Gao F, Cheng H, 2014. Researches on the constitutive models of artificial frozen silt in underground engineering. Advances in Materials Science and Engineering, 17: 1-8. DOI: https://doi.10.1155/2014/902164. doi: https://doi.10.1155/2014/902164
	Zhang D, Liu EL, 2019. Binary-medium-based constitutive model of frozen soils subjected to triaxial loading. Results in Physics, 12: 1999-2008. DOI: https://doi.org/10.1016/j.rinp.2019.02.029. doi: 10.1016/j.rinp.2019.02.029

Metrics

Viewed

Full text

Abstract

Cited

Shared

Discussed

Comments

Recommended 0

No Suggested Reading articles found!

Initial moisture content	Initial void ratio	m₀			m_b
Initial moisture content	Initial void ratio	50 kPa	100 kPa	200 kPa	50 kPa	100 kPa	200 kPa
14%	1.0	3.39	2.29	1.86	1.02	1.03	1.07
	0.8	2.44	2.01	1.83	1.33	1.15	1.11
	0.6	2.71	2.25	1.85	1.82	1.46	1.22
16%	1.0	3.09	1.75	2.02	1.11	1.40	1.49
	0.8	3.37	2.57	2.15	2.55	1.55	1.18
	0.6	3.14	2.97	2.63	2.35	2.27	2.07
18%	1.0	2.98	2.29	2.22	1.16	1.16	1.11
	0.8	3.31	2.74	2.36	2.63	1.97	1.78
	0.6	4.19	3.75	2.92	2.50	2.36	2.26

e₀	σ_n (kPa)	τ_f (kPa)	E_i (kPa)	τ_ult (kPa)	R_f	φ_f	K	n
1.0	50	78.1	56.2	113.9	0.736	20.7°	26.0	0.68
	100	110.1	102.1	149.5
	200	144.7	159.5	184.2
0.8	50	80.2	75.0	106.8	0.760	24.6°	56.5	0.89
	100	163.6	186.6	206.6
	200	223.5	196.9	303.1
0.6	50	100.8	91.5	134.4	0.764	26.1°	63.0	0.96
	100	152.3	143.7	198.4
	200	246.9	255.8	318.5