Geotechnical characterization of the Saint-Jude clay, Quebec, Canada

Ariane Locat; Pascal Locat; Hubert Michaud; Kevin Hébert; Serge Leroueil; Denis Demers; Ariane Locat; Pascal Locat; Hubert Michaud; Kevin Hébert; Serge Leroueil; Denis Demers

doi:10.3934/geosci.2019.2.273

AIMS Geosciences

2019, Volume 5, Issue 2: 273-302. doi: 10.3934/geosci.2019.2.273

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Research article Special Issues

Geotechnical characterization of the Saint-Jude clay, Quebec, Canada

1.
Département de génie civil et de génie des eaux, Université Laval, Québec, Qc, Canada
2.
Section des mouvements de terrain, Direction de la géotechnique et de la géologie, Ministère des Transports du Québec, Québec, Qc, Canada

Received: 26 February 2019 Accepted: 21 May 2019 Published: 31 May 2019

On May 10^th 2010, a landslide occurred along the Salvail River in the municipality of Saint-Jude, tragically killing the four members of a family. The Ministère des Transports du Québec in collaboration with Université Laval carried out a detailed investigation to characterize the soil involved in this landslide. The investigation included field observations, in situ testing, sampling using thin-wall tubes, as well as laboratory tests that enabled to obtain information on the stratigraphy of the deposit and the geotechnical, mineralogical, micro-fabric and physico-chemical properties of the soils involved in the landslide. The stratigraphy and geotechnical properties were found to be uniform around the landslide. The clayey deposit is composed of various minerals dominated by quartz and feldspar, with a clay fraction containing large amounts of illite (or mica-like minerals) and a flocculated fabric. The soil involved in the landslide consists mainly of sensitive grey clay, typical of Canadian Champlain Sea clays, with a liquidity index varying between 2 and 1 from top to bottom of the deposit, intact shear strength increasing linearly with depth from 25 to 65 kPa, and an OCR decreasing with depth from 1.9 to 1.2. High quality samples were also taken using the Laval sampler. Triaxial tests were performed on these samples to characterized the mechanical behaviour of the Saint-Jude clay and its critical and limit states. The critical state is defined by a friction angle in the normally consolidation range of 30.6° and a cohesion of 5 kPa. The limit state is centered around the normally consolidated coefficient of earth pressure at rest line, with a peak strength envelope beyond the critical state envelope and an isotropic limit state equal to 0.7σ’_p,typical for Champlain Sea deposits.
- sensitive Canadian clay,
- geotechnical properties,
- mineralogy,
- micro-fabric,
- limit state,
- landslide,
- spread
Citation: Ariane Locat, Pascal Locat, Hubert Michaud, Kevin Hébert, Serge Leroueil, Denis Demers. Geotechnical characterization of the Saint-Jude clay, Quebec, Canada[J]. AIMS Geosciences, 2019, 5(2): 273-302. doi: 10.3934/geosci.2019.2.273

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Abstract

On May 10^th 2010, a landslide occurred along the Salvail River in the municipality of Saint-Jude, tragically killing the four members of a family. The Ministère des Transports du Québec in collaboration with Université Laval carried out a detailed investigation to characterize the soil involved in this landslide. The investigation included field observations, in situ testing, sampling using thin-wall tubes, as well as laboratory tests that enabled to obtain information on the stratigraphy of the deposit and the geotechnical, mineralogical, micro-fabric and physico-chemical properties of the soils involved in the landslide. The stratigraphy and geotechnical properties were found to be uniform around the landslide. The clayey deposit is composed of various minerals dominated by quartz and feldspar, with a clay fraction containing large amounts of illite (or mica-like minerals) and a flocculated fabric. The soil involved in the landslide consists mainly of sensitive grey clay, typical of Canadian Champlain Sea clays, with a liquidity index varying between 2 and 1 from top to bottom of the deposit, intact shear strength increasing linearly with depth from 25 to 65 kPa, and an OCR decreasing with depth from 1.9 to 1.2. High quality samples were also taken using the Laval sampler. Triaxial tests were performed on these samples to characterized the mechanical behaviour of the Saint-Jude clay and its critical and limit states. The critical state is defined by a friction angle in the normally consolidation range of 30.6° and a cohesion of 5 kPa. The limit state is centered around the normally consolidated coefficient of earth pressure at rest line, with a peak strength envelope beyond the critical state envelope and an isotropic limit state equal to 0.7σ’_p,typical for Champlain Sea deposits.

References

[1]	Locat A, Locat P, Demers D, et al. (2017) The Saint-Jude landslide of 10 may 2010, Quebec, Canada: Investigation and characterization of the landslide and its failure mechanism. Can Geotech J 54: 1357–1374. doi: 10.1139/cgj-2017-0085
[2]	Locat P, Fournier T, Robitaille D, et al. (2011) Glissement de terrain du 10 mai 2010, Saint-Jude, Montérégie, Rapport sur les caractéristiques et les causes. Rapport MT 11-01. Section des mouvements de terrain, Services de la géotechnique et de la géologie, Ministère des transports du Québec. Bibliothèque et Archives nationales du Québec, Gouvernement du Québec.
[3]	La Rochelle, Sarrailh J, Tavenas F, et al. (1981) Causes of sampling disturbance and design of a new sampler for sensitive soils. Can Geotech J 18: 52–66. doi: 10.1139/t81-006
[4]	Gadd NR (1988) The late quaternary development of the Champlain sea basin. Geol Surv Can, 85–21.
[5]	Globensky Y (1987) Géologie des Basses-Terres du Saint-Laurent. Ministère de l'Énergie et des Ressources, Québec, Rapport MM85-02.
[6]	Rissmann P, Allard JD, Lebuis J (1985) Zones exposées aux mouvements de terrain le long de la rivière Yamaska, entre Yamaska et Saint-Hyacinthe, Ministère de l'Énergie et des Ressources, Rapport DV 83-04.
[7]	Parent M, Occhietti S (1999) Late wisconsinian deglaciation and glacial development in the Appalachians of southeastern Québec. Géogr Phys Quat 53: 117–135.
[8]	Cronin TM, Manley PL, Brachfeld S, et al. (2008) Impact of post-glacial lake drainage events and revised chronology of the Champlain Sea episode 13–9 ka. Paleogeogr Paleoclimatology Paleoecol 262: 46–60. doi: 10.1016/j.palaeo.2008.02.001
[9]	MacPherson JB (1967) Raised shorelines and drainage evolution in the Montréal Lowland. Cah Géographie Québec 11: 343–360.
[10]	ISO (2012) Reconnaissance des essais géotechniques-Essais en place. ISO 22476-1, 38.
[11]	ASTM (2018) Standard test method for field vane shear test in saturated fine-grained soils. ASTM International, West Conshohocken, PA, 8.
[12]	CAN/BNQ (2013) Sols-Analyse granulométrique des sols inorganiques. BNQ 2501-025, 34.
[13]	CAN/BNQ (2014) Sols-Détermination de la teneur en eau. BNQ 2501-170.
[14]	CAN/BNQ (2014) Sols-Détermination de la limite de liquidité à l'aide du pénétromètre à cône suédois et de la limite de plasticité. BNQ-2501-092, 22.
[15]	CAN/BNQ (2014) Sols-Détermination de la résistance au cisaillement non drainé et de la sensibilité des sols cohérents à l'aide d'un pénétromètre à cône. BNQ 2501-110, 20.
[16]	MTQ (2016) Essai de consolidation à l'oedomètre. Standard LC 22-301, 13.
[17]	Delage P, Lefebvre G (1984) Study of the structure of a sensitive Champlain clay and its evolution during consolidation. Can Geotech J 21: 21–35. doi: 10.1139/t84-003
[18]	LaPierre C, Leroueil S, Locat J (1990) Mercury intrusion and permeability of Louiseville clay. Can Geotech J 27: 761–773. doi: 10.1139/t90-090
[19]	La Rochelle P, Leroueil S, Trak B, et al. (1988) Observational approach to membrane and area corrections in triaxial tests. In: Donaghe RT, Chaney RC, Silver ML, editors, Advanced Triaxial Testing of Soil and Rock, American Society for Testing and Material, Special Technical Publication 997, Philadelphia, 715–731.
[20]	ASTM (2011) Standard test method for consolidated undrained compression test for cohesive soils. ASTM D4767-11. ASTM International, West Conshohocken, PA, 14.
[21]	Locat J, St-Gelais D (2014) Nature and Sensitivity Clays from Québec. In: L'Heureux JS, Locat A, Leroueil S, editors. Advances in Natural and Technological Hazards Research 36 Landslides in sensitive clays From Geosciences to risk management, Springer, 25–37.
[22]	Leroueil S, Tavenas F, Le Bihan JP (1983) Propriétés caractéristiques des argiles de l'est du Canada. Can Geotech J 20: 681–705. doi: 10.1139/t83-076
[23]	Locat J, Lefebvre G, Ballivy G (1984) Mineralogy, chemistry, and physical properties interrelationships of some sensitive clays from Eastern Canada. Can Geotech J 21: 530–540. doi: 10.1139/t84-055
[24]	Locat J (1995) On the development of microstructure in a collapsible soils. NATO Workshop, In: Derbyshire E, editors, Genesis and Properties of Collapsible Soils, Kluwer Academic Publishers, 93–128.
[25]	Bentley SP, Smalley IJ (1978) Inter-particular cementation in Canadian post-glacial clays and the problem of high sensitivity (St > 50). Sedimentology 25: 297–307. doi: 10.1111/j.1365-3091.1978.tb00314.x
[26]	Demers D, Leroueil S (2002) Evaluation of preconsolidation pressure and the overconsolidation ratio from piezocone tests of clay deposits in Quebec. Can Geotech J 39: 174–192. doi: 10.1139/t01-071
[27]	Lunne T, Robertson PK, Powel JJM (1997) Cone Penetration Testing in Geotechnical Practice. London: Blackie Academic and Professional.
[28]	Paniagua P, D'Ignazio M, L'Heureux JS, et al. (2019) CPTU correlations for Norwegian clays: an update. AIMS Geosci 5: 82–103. doi: 10.3934/geosci.2019.2.82
[29]	Leroueil S, Hight DW (2003) Behaviour and properties of natural soils and soft rocks. Charact Eng Prop Nat Soils, 29–254.
[30]	La Rochelle P, Lefebvre G (1971) Sampling disturbance in Champlain Sea clays. In: Sampling of soil and rock, American Society for Testing and Materials, Special Technical Publication 483, Philadelphia, 143–163.
[31]	Lefebvre G, Poulin C (1979) A new method of sampling in sensitive clay. Can Geotech J 16: 226–233. doi: 10.1139/t79-019
[32]	Leroueil S, Tavenas F, Samson L, et al. (1983) Preconsolidation pressure of Champlain clays. Part II. Laboratory determination. Can Geotech J 20: 803–816.
[33]	Lunne T, Berre T, Andersen KH, et al. (2006) Effects of sample disturbance and consolidation procedures on measured shear strength of soft marine Norwegian clays. Can Geotech J 43: 726–750. doi: 10.1139/t06-040
[34]	Locat A, Leroueil S, Bernander S, et al. (2011) Progressive failures in Eastern Canadian and Scandinavian sensitive clays. Can Geotech J 48: 1696–1712. doi: 10.1139/t11-059
[35]	Hungr O, Leroueil S, Picarelli L (2013) The Varnes Classification of landslide types, an update. Landslides 11: 167–194.
[36]	Demers D, Robitaille D, Locat P, et al. (2014) Inventory of large landslides in sensitive clay in the province of Québec, Canada: preliminary analysis, In: L'Heureux JS et al., editors. Advances in Natural and Technological Hazards Research 36 Landslides in sensitive clays From Geosciences to risk management, Springer, 77–90.
[37]	Locat A, Demers D, Leroueil S (2016) Spreads in Canadian sensitive clays. In: Landslides and Engineered Slopes–Experience, Theory and Practice. In: Aversa S et al., editors, Proceedings of the 12^th International Symposium on Landslides, Italy, Napoli: Taylor & Francis Group, 1295–1304.
[38]	Quinn PE, Diederichs MS, Rowe RK, et al. (2011) A new model for large landslides in sensitive clay using a fracture mechanics approach. Can Geotech J 48: 1151–1162. doi: 10.1139/t11-025
[39]	Locat A, Jostad HP, Leroueil S (2013) Numerical modeling of progressive failure and its implications for spreads in sensitive clays. Can Geotech J 50: 961–978. doi: 10.1139/cgj-2012-0390
[40]	Locat A, Leroueil S, Fortin A, et al. (2015) The 1994 landslide at Sainte-Monique, Quebec: geotechnical investigation and application of progressive failure analysis. Can Geotech J 52: 490–504. doi: 10.1139/cgj-2013-0344
[41]	Leroueil S, Locat A, Eberhardt E, et al. (2012) Keynote Lecture: Progressive failure in natural and engineering slopes. In: Landslides and Engineered Slopes: Protecting Society through Improved and Understanding, Taylor & Francis Group, 31–46.

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