Volumetric Threshold Shear Strain for Cyclic Settlement

Hsu, Chu-Chung; Vučetić, Mladen

doi:10.1061/(asce)1090-0241(2004)130:1(58)

Cited by 115 publications

(52 citation statements)

References 12 publications

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“…The cyclic threshold shear strain divides two fundamentally different domains of cyclic soil behavior and, consequently, the approach to the solution of a soil dynamics problem often depends on whether the magnitudes of γ c are less than or greater than the cyclic threshold shear strains (e.g., Vucetic 1994a, b;Kramer 1996). Besides γ td and γ tp , which are applicable to fully saturated soils cyclically sheared in undrained conditions, there are two other cyclic threshold shear strain amplitudes, the threshold shear strain for cyclic compression, also referred to as the volumetric cyclic threshold shear strain (Youd 1972;Chu and Vucetic 1992;Hsu and Vucetic 2004), and the threshold shear strain for cyclic stiffening (Kim et al 1991;Stokoe et al 1995). Because of their relevance, all four threshold shear strains are discussed to different extents in textbooks on geotechnical earthquake engineering and soil behavior, such as those by Kramer (1996), Ishihara (1996), and Mitchell and Soga (2005).…”

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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“…Based on these test results, Chu and Vucetic concluded that the volumetric threshold strain for this clay, γ tv ≈ 0.1 %, and that volumetric strains from seismic compression are not significantly dependent on formation water content. Hsu and Vucetic (2004) found through simple shear testing that γ tv is smaller for sands (0.01-0.02 %) than for PI = 30 clays (0.04-0.09 %) and that γ tv does not depend significantly on saturation or vertical stress. Relative compaction levels for the tested specimens were not reported.…”

Section: Introductionmentioning

confidence: 88%

“…Previously published seismic compression test results for soils with fines include those by Pyke et al (1975), Chu and Vucetic (1992), Hsu and Vucetic (2004), and Wang et al (2000). The Pyke et al (1975) work consisted of a limited number of cyclic simple shear tests on a well-graded clayey sand (SC) at two densities (modified Proctor relative compaction, RC = 84.4 and 92 %) and one water content (w = 10 %).…”

Section: Introductionmentioning

confidence: 99%

Effect of Compaction Conditions on the Seismic Compression of Compacted Fill Soils

Suits¹,

Sheahan²,

Whang

et al. 2004

Geotechnical Testing Journal

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TitleEffect of compaction conditions on the seismic compression of compacted fill soils Effect of Compaction Conditions on the Seismic Compression of Compacted Fill SoilsABSTRACT: Seismic compression is defined as the accrual of contractive volumetric strains in unsaturated compacted soil during earthquake shaking. Existing seismic compression analysis procedures are based on laboratory test results for clean uniform sands, and their applicability to compacted soils with fines is unclear. We evaluate seismic compression from cyclic simple shear laboratory testing of four compacted soils having fines contents that are sufficiently large that fines control the soil behavior, but possessing varying levels of fines plasticity. Each soil material is compacted to a range of formation dry densities and degrees-of-saturation. The test results show that seismic compression susceptibility decreases with increasing density and decreasing shear strain amplitude. Saturation is also found to be important for soils with moderately plastic fines (plasticity index, PI ≈ 15), but relatively unimportant for soils with low plasticity fines (PI ≈ 2) across the range of saturations tested (≥54 %). The saturation effect appears to be linked to the presence or lack of presence of a clod structure in the soil, the clod structure being most pronounced in plastic soils compacted dry of the line-of-optimums or at low densities. Comparisons of test results for soils with and without low-to moderately-plastic fines suggest that fines can decrease the seismic compression potential relative to clean sands.

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“…Criterion number 3: 'inadmissible inclination of foundations due to subsidence' Subsidence due to dynamic stimulation of the soil such as under machine foundations and traffic infrastructure during earthquakes or even in the far field of explosions is mainly caused by shear strains on passage of shear waves (Hsu and Vucetic, 2004;Vucetic, 1994). This requires a certain sensitivity to vibration and a tendency to grain rearrangements in sand.…”

Section: Evaluation Of the Calculated Time Coursesmentioning

confidence: 99%

“…(Vucetic,1994) γ tv,U (Vucetic,1994) γ tv,U (Hsu and Vucetic, 2004) γ tv,M (Vucetic,1994) γ tv,M (Hsu and Vucetic, 2004) γ tv,O (Vucetic,1994) γ tv,O (Hsu and Vucetic, 2004) Figure 26. Linear and volumetric threshold shear strain g tl (I P ), g tv (I P ) (Hsu and Vucetic, 2004;Vucetic, 1994) Pores Remaining pores after sagging Soil particles (unchanged) Soil particles Figure 27. Change in porosity n as a result of sagging: (a) initial state, (b) state after shearing with g xy > g tl…”

Section: Evaluation Of the Calculated Time Coursesmentioning

confidence: 99%

Underground explosions: estimating the safe distance

ZimbelmannJörg¹,

BoleyConrad²

2016

Geotechnical Research

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Underground explosions may contain an even more devastating potential than comparable free explosions in air, because they can produce significantly greater pressures and stronger momenta and the explosive waves may decay more slowly with increasing distance. For civil applications such as clearance of explosive ordnance, explosive tunnelling and surface mining in the vicinity of buildings, a tool is desirable, with which the safe distance r hor,safe , beyond which a building remains undamaged, may be evaluated in a fast and simple manner. The procedure to derive such a tool is exemplarily demonstrated for near-surface, underground explosions with a charge mass of 125 kg of trinitrotoluene, dry sand as foundation soil and a building with shallow foundation and no basement.Numerical simulations were carried out with the commercial hydrocode Autodyn. To track the explosion-induced wave up to sufficiently large distances, the modelling strategy called the 'moving window' was developed.With respect to the damage patterns, 'air blast', 'foundation-induced excitation of the structure to vibrations' and 'inadmissible inclination of foundations due to subsidence', the numerical time courses of the relevant wave parameters were evaluated. The result is one chart for the safe distance as a function of the explosive's charge depth.

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Volumetric Threshold Shear Strain for Cyclic Settlement

Cited by 115 publications

References 12 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

Effect of Compaction Conditions on the Seismic Compression of Compacted Fill Soils

Underground explosions: estimating the safe distance

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