Drained Residual Strength of Cohesive Soils

Stark, Timothy D.; Eid, Hisham T.

doi:10.1061/(asce)0733-9410(1994)120:5(856)

Cited by 234 publications

(133 citation statements)

References 17 publications

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“…The residual shear strength of sedimentary soils and soils originating from the weathering of sedimentary rocks, as well as pure minerals and artificial soil mixtures, has been extensively described in the geotechnical literature. Well-known examples are overconsolidated clays, clays and clay shales from the United Kingdom and North America (Skempton and Petley 1967;Kenney 1967;La Gatta 1970;Bishop et al 1971;Townsend and Gilbert 1973;Kenney 1977;Hutchinson et al 1980;Lupini et al 1981;Skempton 1985;Mesri and Cepeda-Diaz 1986;Skempton and Vaughan 1993;Di Maio and Fenelli 1994;Stark and Eid 1994;Tika et al 1996;Trenter and Warren 1996;Anson and Hawkins 1998).…”

Section: Introductionmentioning

confidence: 99%

“…Hawkins and Privett (1985) suggested that such correlations should also consider the influence of σ n ′ . Stark and Eid (1994) suggested that φ r ′ should instead be correlated with CF, σ n ′ , and the liquid limit (w L ). According to Lupini et al (1981), correlations with index properties are of limited use for the prediction of residual strength.…”

Section: Introductionmentioning

confidence: 99%

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The residual shear strength of tropical soils

Rigo¹,

Pinheiro²,

Bressani³

et al. 2006

Can. Geotech. J.

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Abstract:The paper discusses the residual shear strength of tropical soils. Ring shear tests have been performed with tropical soils from southern Brazil using the Bromhead apparatus. The data from the study are compared with data obtained in a comprehensive literature review of the subject. The residual friction angle of tropical residual soils from sedimentary formations decreases with increasing plasticity index following a general trend presented in the literature. Most of the residual soils described herein have also shown this trend. However, some of these residual soils, particularly basalt saprolitic soils, have shown quite low residual friction angles despite having low plasticity index and clay fraction values. It has been confirmed that the residual shear strength of tropical soils depends chiefly on mineralogy, particle size distribution, effective stress, parent rock, weathering degree, pedogenetic evolution and -when partly weathered minerals are present -degradation upon shearing. The substantial range of new data shown in the paper has allowed the definition of general boundaries of different soil behaviour in a chart of residual friction angle versus plasticity index. Each region has been associated with a different type of tropical soil.Key words: tropical soils, residual soils, residual shear strength, laboratory tests.Résumé : Cet article discute de la résistance au cisaillement résiduelle des sols tropicaux. La résistance au cisaillement des sols tropicaux du Sud du Brésil a été mesurée au moyen de l'appareil circulaire par torsion (appareil de Bromhead). Les données de l'étude sont comparées avec celles obtenues au cours d'une revue de littérature sur le sujet. L'angle de frottement résiduel des sols résiduels formés par l'altération des formations sédimentaires décroît avec l'augmentation de l'indice de plasticité selon une tendance générale présentée dans la littérature. La plupart des sols ré-siduels décrits ici ont également montré cette tendance. Cependant, certains de ces sols résiduels -particulièrement les sols de basalt saprolitique -ont montré des angles de frottement résiduels très faibles en dépit de leurs faibles valeurs d'indice de plasticité et de fraction argileuse. Il a été confirmé que la résistance au cisaillement résiduelle dépend principalement de la minéralogie, de la granulométrie, de la contrainte effective, de la roche-mère, du degré d'altération, de la pédogenèse, et -lorsque des minéraux partiellement altérés sont présents -de la dégradation au cours du cisaillement. La plage substantielle des nouvelles données montrées dans l'article a permis de définir des limites générales du comportement de différents sols dans un graphique de l'angle de frottement résiduel en fonction de l'indice de plasticité. Chaque région a été associée à un type différent de sol tropical.Mots clés : sols tropicaux, sols résiduels, résistance au cisaillement résiduelle, essais de laboratoire.[Traduit par la Rédaction] Rigo et al. 447

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

The residual shear strength of tropical soils

Rigo¹,

Pinheiro²,

Bressani³

et al. 2006

Can. Geotech. J.

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“…However, TABLE 4. Values of parameters of (3) and (4) equations estimated for the tested soils Origin of soil Parameters of equation (3) Parameters of equation (4) friction and the other physical characteristics and mineral composition of soils (Colotta et al 1989, Stark and Eid 1994, Wesley 2003. In the analysis, there were taken into consideration the content of the clay fraction, liquid limit, plasticity index and the empirical formula proposed in the works of Colotty et al (1989) and Dewoolkar and Huziak (2005).…”

Section: Test Results and Their Analysismentioning

confidence: 99%

Shear strength of clayey soils from the vicinity of Gorlice and Ciężkowice

Zydroń¹,

Prawica²

2015

Annals of Warsaw University of Life Sciences, Land Reclamation

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Shear strength of clayey soils from the vicinity of Gorlice and Ciężkowice. The work presents results of maximum and residual strength tests of six clayey soils from the landslide areas near Gorlice and Ciężkowice. The tests were carried out in a direct shear apparatus on samples of dimensions 60 × 60 mm that were sheared at least three times. A shearing strain rate was equal 0.1 mm·min -1 , and the range of horizontal deformation of the samples was equal 20%. The results of the tests revealed that multiple shearing of the soil caused a signifi cant decrease of its shear strength, resulting in signifi cant changes in cohesion, and the smaller changes in the angle of internal friction. It was shown that the threetime shearing reduced the initial shear strength of about 50%, and further three series of shearing decreased it approximately 15% more. The study also showed that by using a Coulomb-Mohr shear strength linear equation, the analyzed soils had a little residual cohesion. Therefore, to describe the characteristics of the residual strength, there were used two non-linear equations proposed by Mesri and Shanien (2003) and Lade (2010), which led to the same results. It was also shown that the use of non-linear characteristics of the residual strength at low values of the normal stresses gave more unfavourable results of stability calculations in relation to the method based on the linear strength characteristic taking into consideration the presence of the residual cohesion.

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“…Dolayısıyla kalıcı kayma mukavemetinin sadece daneler arası sürtünmeden kaynaklandığı birçok araştırmacı tarafından gösterilmiştir. Diğer bir değişle bu şartlarda zeminlerin kayma mukavemeti kalıcı kayma mukavemeti açısı r ile tanımlanabilmektedir [2,3]. Aşırı konsolide killerin drenajlı şartlarda pik mukavemet sonrası kayma gerilmesindeki değişim kil yüzdesine bağlı olarak artan yer değiştirme ile birlikte iki kademeden meydana gelmektedir.…”

Section: Gi̇ri̇ş (Introduction)unclassified

“…Yapılan araştırmaların sonuçlarında, kalıcı kayma mukavemetinin en çok zeminin mineralojik yapısı [6], jeolojik yük [2] ve kesme hızından [7,8] etkilendiği ortaya konulmuştur. Bunun dışında mineralojik yapıyı dolaylı olarak temsil edebilen kıvam limitleri [9,10] ve plastisite [11,12] , özgül yüzey alanı [6] , aşırı konsolidasyon oranı [13], kil yüzdesi [14], kesme modu [14], boşluk suyu kimyası [15,16] ve sıcaklık [17] kalıcı kayma mukavemetine etki eden diğer faktörler olarak sayılabilir.…”

Section: Gi̇ri̇ş (Introduction)unclassified