Shear modulus and damping ratio characteristics of gravelly deposits

Lin, Shang-Yuh; Lin, Peipei; Luo, Hong-Su; Juang, C. Hsein

doi:10.1139/t99-133

Cited by 38 publications

(3 citation statements)

References 5 publications

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“…The grain size distribution curves for the in situ and the modified soils are shown in . Consistent test results have been obtained using the same processing method in Lin et al [33]. Proctor compaction tests were conducted through compact modified material into a cylindrical mold in five layers, and each layer was subjected to 25 blows with a 4.5 kg hammer dropped from height of 45.7 cm.…”

Section: Materials and Sample Preparationmentioning

confidence: 60%

Permanent Deformation Characteristics of Coarse Grained Subgrade Soils under Train-Induced Repeated Load

Xue

Zhang

et al. 2017

Advances in Materials Science and Engineering

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This paper presents the results of a laboratory experiment that aimed to characterize the permanent deformation behavior of coarse grained soils. To evaluate the effects of the cyclic stress amplitude, initial mean stress, and initial stress ratio on the permanent axial deformation, six series of repeated load triaxial tests were performed. The results indicate that permanent deformation of coarse grained soils increased with increasing cyclic stress amplitude. In particular, for relative low cyclic stress levels, accumulation rate of permanent deformation decreased progressively with number of cycles and eventually reached an equilibrium state. The initial stress ratio was also found to obviously facilitate the buildup of axial deformation since it means higher deviatoric stress as the mean pressure kept constant. As the initial stress ratio was less than the slope of static failure line, the experimental results indicated that the increase of initial mean stress enhanced the capability of resisting deformation. A simplified mechanistic empirical prediction model was proposed, which predicted the permanent deformation as product of four independent functions about cyclic stress amplitude, initial mean stress, initial stress ratio, and number of load cycles. Satisfactory predictions of the permanent deformation behavior of coarse grained soils were obtained with the proposed model.

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Section: Materials and Sample Preparationmentioning

confidence: 60%

Permanent Deformation Characteristics of Coarse Grained Subgrade Soils under Train-Induced Repeated Load

Xue

Zhang

et al. 2017

Advances in Materials Science and Engineering

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“…Local hanging wall and host to some injections in the Naukluft Thrust 0.28 (Kulhawy, 1975) 2.8 Â 10 10 (Agosta et al, 2007) Chlorite phyllite Local hanging wall and host to some injections in the Naukluft Thrust 0.2 (Nasseri et al, 2003) 5.7 Â 10 9 (Nasseri et al, 2003) Unconsolidated alluvial fan sediments Hanging wall and host to gouge injections in the Badwater Detachment 0.15 (Kulhawy, 1975) 4.4 Â 10 8 (Lin et al, 2000) Dolomitic Breccias (somewhat cohesive) Hanging wall and host to some injections in the Muddy Mountain Thrust 0.3 (Agosta et al, 2007) 2.278 Â 10 10 (Agosta et al, 2007) ( Fig. 7A).…”

Section: Dolostonementioning

confidence: 99%

Fault rock injections record paleo-earthquakes

Rowe

Kirkpatrick

Brodsky

2012

Earth and Planetary Science Letters

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This article appeared in a journal published by Elsevier. The attached copy is furnished to the author for internal non-commercial research and education use, including for instruction at the authors institution and sharing with colleagues.Other uses, including reproduction and distribution, or selling or licensing copies, or posting to personal, institutional or third party websites are prohibited.In most cases authors are permitted to post their version of the article (e.g. in Word or Tex form) to their personal website or institutional repository. Authors requiring further information regarding Elsevier's archiving and manuscript policies are encouraged to visit: t r a c tFault rocks such as pseudotachylyte melt or granular gouge are sometimes injected into cracks off a fault surface. The width to height ratio of the injection veins is a direct measure of the shear strain in the wall rock required to accommodate the injection, so the aspect ratios preserve a record of the overpressure opening the cracks and injecting melt or fluidized granular material from the fault zone.We measured the aspect ratios for 201 pseudotachylyte injections and 29 granular injections. They have aspect ratios of $ 0:2 (0.17 7 0.025 and 0.22 7 0.077, respectively, within 99% confidence). These are significantly proportionally wider than the aspect ratios of ordinary dikes (from 10 À4 to 10 À3 ). The injection aspect ratios exceed the usual limit of elastic strain in the wallrock ( $ 1%) so we infer that the injection veins were accommodated by permanent deformation by microcracking and slip on foliation surfaces in the host rock, which is difficult to detect observationally. The fully elastic model therefore offers an upper bound on the stress required to open these injection veins ( $ 10 8 210 10 Pa, with higher pressures in stiffer host rock lithologies.) These overpressures cannot be achieved by expansion of the fault rock fluids during melting or gouge fluidization mechanisms, as the pressure along the fault is limited to $ 10 7 Pa by the wall rock compliance. Dynamic tension parallel to the fault is required to explain the large apparent overpressures in the injection veins. Therefore, both pseudotachylyte and gouge injections of this aspect ratio must be considered seismic signatures.

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“…However, only a few tests were performed on gravel and gravelly soils due to the large size of the testing apparatus required. Lin et al [6] pointed out that the large proportion of gravels and the unusual gap grading were the causes for the differing behavior of gravelly deposits. Tanaka [7] found that the G/G 0 -c a relation of an undisturbed soil could be approximately described by that of the reconstituted soil sample.…”

Section: Introductionmentioning

confidence: 99%

Normalized Shear Modulus and Damping Ratio of Soil–Rock Mixtures With Different Volumetric Block Proportions

et al. 2021

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The volume fraction of rock blocks plays a particularly significant role in static/dynamic shear behaviors of soil–rock mixtures (SRM). Large-scale cyclic triaxial tests for SRM with different volumetric block proportions (VBPs) were performed at different confining pressures to investigate the reduction of dynamic shear modulus (G) and the increase of damping ratio (λ). Results indicate that VBP has a significant effect on the dynamic behaviors of SRM. The higher VBP is more likely to result in a gentler reduction of G and a faster increase of λ. The variations of dynamic shear modulus ratio (G/G0) and normalized damping ratio (λnor) fall within relatively narrow bands but are very different with gravelly soils and sands due to VBP with particle size larger than 2 mm. The G/G0 and λnor can be characterized by empirical functions about normalized shear strain amplitude (γnor).

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Shear modulus and damping ratio characteristics of gravelly deposits

Cited by 38 publications

References 5 publications

Permanent Deformation Characteristics of Coarse Grained Subgrade Soils under Train-Induced Repeated Load

Permanent Deformation Characteristics of Coarse Grained Subgrade Soils under Train-Induced Repeated Load

Fault rock injections record paleo-earthquakes

Normalized Shear Modulus and Damping Ratio of Soil–Rock Mixtures With Different Volumetric Block Proportions

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