Bearing Capacity for Foundations with Cyclic Loads

Andersen, Knut H.; Lauritzsen, R.

doi:10.1061/(asce)0733-9410(1988)114:5(540)

Cited by 86 publications

(28 citation statements)

References 5 publications

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“…First results related to cohesive soils (Drammen clay) appeared in a comprehensive report NGI (1975), which has since become one of the primary sources of information concerning the influence of cyclic loading on the behaviour of cohesive soils, in both experimental and numerical area (i.e., Andersen [2]; Andersen and Lauritzsen [3]; Sawicki [22]). Another excellent study is state of the art report by Wood [27], for laboratory tests of soils subjected to cyclic loadings of relatively high and variable amplitude.…”

Section: Behaviour Of Cohesive Soil Subjected To Cyclic Loadingmentioning

confidence: 99%

“…where 1 -principal stress (axial stress), 3 -principal stress (radial stress-water pressure in the cell), P -force actinf on the piston, Q -self-weight of the piston and top can, A t -cross-sectional area of the piston, A P -cross-sectional area of the sample.…”

Section: Description Of Laboratory Equipmentmentioning

confidence: 99%

“…During the laboratory tests the following values are being monitored: water pressure in the cell 3 pore water pressure u, force acting on the piston P, volumetric changes ΔV (by measuring the volume of water flowing out of the sample and stored in a volumeter) and axial deformation Δh i (on the base of measurements of external strain sensor).…”

Section: Description Of Laboratory Equipmentmentioning

confidence: 99%

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Behaviour of Cohesive Soil Subjected to Low-Frequency Cyclic Loading in Strain-Controlled Tests

Kalinowska

Jastrzębska

2015

Studia Geotechnica Et Mechanica

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Abstract:The subject of the paper comprises tests of cohesive soil subjected to low-frequency cyclic loading with constant strain amplitude. The main aim of the research is to define a failure criteria for cohesive soils subjected to this type of load. Tests of undrained cyclic shear were carried out in a triaxial apparatus on normally consolidated reworked soil samples made of kaolinite clay from Tułowice. Analysis of the results includes the influence of number of load cycles on the course of effective stress paths, development of excess pore water pressure and stress deviator value. Observed regularities may seem surprising. The effective stress path initially moves away from the boundary surface and only after a certain number of load-unload cycles change of its direction occurs and it starts to move consequently towards the surface. At the same time, it has been observed that pore water pressure value decreases at the beginning and after few hundred cycles increases again. It is a typical behaviour for overconsolidated soil, while test samples are normally consolidated. Additionally, a similar change in deviator stress value has been observed -at first it decreases and later, with subsequent cycles, re-increases.

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Section: Behaviour Of Cohesive Soil Subjected To Cyclic Loadingmentioning

confidence: 99%

Section: Description Of Laboratory Equipmentmentioning

confidence: 99%

Section: Description Of Laboratory Equipmentmentioning

confidence: 99%

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Behaviour of Cohesive Soil Subjected to Low-Frequency Cyclic Loading in Strain-Controlled Tests

Kalinowska

Jastrzębska

2015

Studia Geotechnica Et Mechanica

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“…The results of the cyclic strain-controlled investigations enabled the development of a computer model for the cyclic response of soil deposits (Idriss et al 1976) and modification of an existing computer model for the seismic response of soil deposits that incorporates the cyclic strain-controlled degradation and pore water pressure change (Matasovic and Vucetic 1993). In the meantime, site response computer models that incorporate the cyclic stress-controlled behavior were developed as well (e.g., Andersen and Lauritzsen 1988).…”

Section: Introductionmentioning

confidence: 99%

Effect of Frequency and Vertical Stress on Cyclic Degradation and Pore Water Pressure in Clay in the NGI Simple Shear Device

Mortezaie

Vučetić

2013

J. Geotech. Geoenviron. Eng.

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The effects of the frequency of cyclic shearing and vertical consolidation stress on the cyclic degradation and cyclic pore water pressure in normally-consolidated kaolinite clay having PI 5 28 were investigated with the help of the cyclic strain-controlled Norwegian Geotechnical Institute (NGI) simple shear test. The testing program encompassed three cyclic shear strain amplitudes, g c 5 0:1, 0.25, and 0.5%, two vertical effective consolidation stresses, s vc 9 5 220 and 680 kPa, and three frequencies, f 5 0:001, 0.01, and 0.1 Hz. The results reveal that the cyclic degradation parameter, t, which measures the rate of cyclic degradation with the number of cycles, increases substantially with f and decreases with s vc 9 . If f is increased 10 times, t may increase by 20-50%. If s vc 9 is increased from 220 to 680 kPa, the t parameter may decrease by 20-38%. The cyclic pore water pressure normalized by s vc 9 decreases with f and s vc 9 .

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“…Despite several studies about static capacity and stability in subsiding for bucket foundations have been done [1][2][3][4], the long-term bearing capacity of bucket foundation under cyclic loads has not clarified. Several approaches to evaluating soil bearing capacities under cyclic loads [5][6][7][8][9] supply good reference for us. Wang et al [10][11][12][13] presented a method to determine saturated soft clay's cyclic strength based on cyclic triaxial experiment, and made some theoretic and large-scale model experimental studies about bearing capacity of bucket foundation under cyclic loads on soft clay layer.…”

Section: Introductionmentioning

confidence: 99%

Study on the Capacity Degradation of Bucket Foundation in Liquefied Sand Layer under Cyclic Loads~!2009-07-18~!2009-08-23~!2010-02-02~!

Li¹,

Lu²,

Shu-yun³

2010

TOOEJ

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Abstract:The capacity degradation of bucket foundation in liquefied sand layer under cyclic loads such as equivalent dynamic ice-induced loads is studied. A simplified numerical model of liquefied sand layer has been presented based on the dynamic centrifuge experiment results. The ice-induced dynamic loads are modeled as equivalent sine cyclic loads, the liquefaction degree in different position of sand layer and effects of main factors are investigated. Subsequently, the sand resistance is represented by uncoupled, non-linear sand springs which describe the sub-failure behavior of the local sand resistance as well as the peak capacity of bucket foundation under some failure criterion. The capacity of bucket foundation is determined in liquefied sand layer and the rule of capacity degradation is analyzed. The capacity degradation in liquefied sand layer is analyzed comparing with that in non-liquefied sand layer. The results show that the liquefaction degree is 0.9 at the top and is only 0.06 at the bottom of liquefied sand layer. The numerical results are agreement well with the centrifugal experimental results. The value of the degradation of bucket capacity is 12% in numerical simulating whereas it is 17% in centrifugal experiments.

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Bearing Capacity for Foundations with Cyclic Loads

Cited by 86 publications

References 5 publications

Behaviour of Cohesive Soil Subjected to Low-Frequency Cyclic Loading in Strain-Controlled Tests

Behaviour of Cohesive Soil Subjected to Low-Frequency Cyclic Loading in Strain-Controlled Tests

Effect of Frequency and Vertical Stress on Cyclic Degradation and Pore Water Pressure in Clay in the NGI Simple Shear Device

Study on the Capacity Degradation of Bucket Foundation in Liquefied Sand Layer under Cyclic Loads~!2009-07-18~!2009-08-23~!2010-02-02~!

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