Cyclic and static laboratory tests on drammen clay

Andersen, Knut H.; Pool, J.H.; Brown, Stephen F.

doi:10.1016/0148-9062(81)90316-8

Cited by 39 publications

(54 citation statements)

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“…Under significant cyclic loading, normally consolidated (NC) clays with high PI degrade relatively little and cyclic pore water pressure buildup is relatively small. Overconsolidated (OC) clays with high PI degrade cyclically even less, while the cyclic pore water pressure may actually decrease with N instead of increase (Andersen et al 1980;Dobry and Vucetic 1987;Vucetic 1988). Somewhere in between are NC clays of low plasticity that under continuous cyclic loading with moderate to large γ c can degrade substantially and simultaneously exhibit relatively high permanent excess prewater pressures (Tan and Vucetic 1989).…”

Section: Introductionmentioning

confidence: 99%

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Mortezaie¹,

Vučetić

2016

J. Geotech. Geoenviron. Eng.

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Cyclic threshold shear strains are fundamental cyclic soil properties that have not been fully investigated. To learn more about the threshold shear strains for cyclic degradation, γ td , and cyclic pore water pressure generation, γ tp , in fully saturated clays, nine multistage cyclic strain-controlled NGI direct simple shear tests are conducted on laboratory-made kaolinite clay (PI ¼ 28) and kaolinite-bentonite clay (PI ¼ 55). Three levels of vertical effective consolidation stress, σ 0 vc (113 kPa, approximately 216 kPa, and approximately 674 kPa); three OCRs (1, 4 and 7.8); and two cyclic loading frequencies, f (0.01 and 0.1 Hz), were applied. In three tests on the normally consolidated (NC) kaolinite clay, γ td varied between 0.012 and 0.014% and γ tp between 0.014 and 0.034%. In two tests on the overconsolidated (OC) kaolinite clay with OCR ¼ 4, γ td was 0.013% and γ tp 0.016 and 0.017%. In two tests on the NC kaolinite-bentonite clay, γ td was 0.013 and 0.016% and γ tp 0.052 and 0.078%. In the test on OC kaolinite-bentonite clay with OCR ¼ 4, γ td was 0.014% and with OCR ¼ 7.8 it was 0.012%. For the same soil γ tp is typically slightly greater than γ td . Clear trends of γ td and γ tp with σ 0 vc , OCR, and f could not be identified given the relatively small number of tests. The results indicate that if these trends exist they are small. The comparison of the above results with those from the literature shows that γ td for six different soils ranges between 0.006 and 0.05% and γ tp for eight soils between 0.014 and 0.1%, and that there is a modest trend of γ td and moderate trend of γ tp increasing with PI.

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Section: Introductionmentioning

confidence: 99%

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Mortezaie¹,

Vučetić

2016

J. Geotech. Geoenviron. Eng.

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“…The results in the figures reflect the cyclic behaviour of the Drammen clay and its degradation. The degradation is different for triaxial compression, extension and DSS soil elements for OCR = 1 and 4 (Andersen et al, 1980). However, the total degradation behaviour computed for the foundation force resultant are similar for OCR = 1 and 4 when the capacities are normalised by F a,ref for the relevant OCR.…”

Section: Effect Of Cyclic Capacity On Uniaxial Loadingmentioning

confidence: 85%

“…Second, the calculation procedure reduces the stiffness due to cyclic loading at low mobilisation levels equal to the stiffness reduction close to failure. This is a simplification, as the cyclic degradation increases with mobilisation and the initial stiffness is unaffected by N eq (Andersen et al, 1980). The disagreement may also reflect inaccuracy in the measurements as discussed in Jostad & Andresen (2009).…”

Section: Scaling Displacement Diagrams According To Foundation Aspectmentioning

confidence: 97%

“…However, if the results are used in design, the cyclic behaviour of the clay has to be compared with the cyclic properties of Drammen clay, for example by comparing the degradation of the shear strength as a function of the number of cycles. The cyclic data of Drammen clay are presented in several publications (Andersen, 1976(Andersen, , 2004(Andersen, , 2015Andersen et al, 1980). Using the contour diagrams, it is possible to account for the effect of a cyclic shear stress history.…”

Section: The Ngi Procedures Accounting For Cyclic Loadingmentioning

confidence: 99%

“…Complete cyclic contour diagrams of Drammen clay with OCR = 1, 4 and 40 are generated in this way and used in the present study. Reference is made to Bjerrum (1967) and Andersen et al (1980) for more information about Drammen clay and the cyclic testing. In this study, OCR = 1 and 4 were used to represent the linearly increasing shear strength and OCR = 40 was used to represent the profile with constant shear strength.…”

Section: Soil Propertiesmentioning

confidence: 99%

See 2 more Smart Citations

A numerical study of capacity and stiffness of circular skirted foundations in clay subjected to combined static and cyclic general loading

2018

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Skirted foundations have been widely applied as offshore foundations for several decades. In design, the use of failure envelopes is convenient for assessing stability under combined loading. A large number of studies on failure envelopes exist in the literature based on experiments and numerical analyses. Most of these studies focus on ultimate capacity and static loading. This paper presents a numerical study focusing on cyclic degradation and failure envelopes for skirted foundations subjected to combined cyclic and static loading. It was found that the shapes of the failure envelopes are little affected by degradation expressed by the number of equivalent cycles. In addition to failure envelopes, contours of displacements were computed in the three-dimensional load space (vertical, horizontal and moment load) for a more complete description of the response. As an example, the well-defined cyclic contour diagrams of Drammen clay were utilised to demonstrate how foundation response diagrams can be established. The database is accompanied by a simplified procedure to account for cyclic degradation through equivalent number of cycles, different normalised load-displacement response and variation in foundation geometry. The framework of procedures can be used to estimate foundation stiffness and capacity and the results can serve as a basis for the development of foundation macro-element models.

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Bounding surface SANICLAY plasticity model for cyclic clay behavior

Seidalinov

Taiebat

2013

Num Anal Meth Geomechanics

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SUMMARYNatural clays are anisotropic in their in situ state and have an undisturbed shear strength in excess of the remolded strength. In addition, most of the structures founded on clay deposits must be designed to withstand cyclic loads such as earthquakes or ocean waves. When subjected to cyclic loadings, clay exhibits complex response. A realistic modeling of clay response under irregular loading requires an appropriate description of the stress‐strain relationship. This paper extends the formulation of a Simple ANIsotropic CLAY plasticity (SANICLAY) model by incorporation of a bounding surface formulation for simulation of clay response under cyclic loading. The most important elements of the proposed formulation are incorporation of bounding surface plasticity concept with proper repositioning of the projection center and adoption of a new damage parameter. These have led to significantly improved simulation of clay response in cyclic loading. The model is developed with the aim of maintaining the simplicity and yet including an adequate level of sophistication for successful modeling of the key features of clay response. The formulation is presented in detail followed by validation of the model demonstrating its capabilities in capturing a number of important characteristic features of clay response in cyclic loading. Copyright © 2013 John Wiley & Sons, Ltd.

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Cyclic and static laboratory tests on drammen clay

Cited by 39 publications

References 0 publications

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

Threshold Shear Strains for Cyclic Degradation and Cyclic Pore Water Pressure Generation in Two Clays

A numerical study of capacity and stiffness of circular skirted foundations in clay subjected to combined static and cyclic general loading

Bounding surface SANICLAY plasticity model for cyclic clay behavior

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