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1.
Marine clay supporting high-temperature offshore structure susceptible to random movements (such as a buckling high-temperature pipeline) experiences variable shearing rates at an elevated temperature that is higher than the marine environment (typically 4 °C). This practically implies that the undrained shear strength (su) of the marine clay being routinely characterized in situ by penetrometers at a constant rate under an isothermal condition (4 °C) should be carefully corrected, by taking into account the temperature and rate dependency. To date, the combined effects of rate and temperature on the undrained shear behaviour of marine clay are merely investigated experimentally and theoretically. This study presents the development of an anisotropic thermo-elastic–viscoplastic model and a series of temperature- and rate-controlled triaxial tests for validation purpose. Compared to the modified Cam-Clay model, the proposed model only introduces three new parameters to characterize the temperature dependency, rate dependency and the inherent anisotropy of K0-consolidated marine clay. The predictive capability of the model has been validated by the triaxial test results. Based on the new model, an explicit equation is formulated for quantifying the temperature- and rate-dependent su of marine clay. Calculation charts are also developed to quantify su of marine clay with different plasticity indexes under various strain rates and temperatures.
相似文献2.
State parameter defined using void ratio, e, and the steady-state line has been shown to be effective in predicting the undrained behaviour of sand. However, steady-state
line for sand with fines is dependent on fines content. To overcome this problem, the concept of equivalent granular void
ratio, e*, has been well investigated. However, the conversion from e to e* has been essentially a back-analysis process. A methodology for converting e to e* without the need of a back-analysis process was first presented. The concept of equivalent granular state parameter, ψ*, defined in terms of e*, and equivalent granular steady-state line was then developed. An extensive experimental study was conducted to investigate
whether ψ* can capture the effects of fines content, and thus can be used to correlate undrained behaviour of sand–fines mixtures without
the need of separately considering the effects of fines content. This study suggested that the effective stress path and deviatoric
stress–strain responses in undrained shearing can be correlated with the ψ* value at the start of undrained shearing irrespective of fines content. 相似文献
3.
Modelling of interfaces in geotechnical engineering is an important issue. Interfaces between structural elements (e.g., anchors, piles, tunnel linings) and soils are widely used in geotechnical engineering. The objective of this article is to propose an enhanced hypoplastic interface model that incorporates the in-plane stresses at the interface. To this aim, we develop a general approach to convert the existing hypoplastic model with a predefined limit state surface for sands into an interface model. This is achieved by adopting reduced stress and stretching vectors and redefining tensorial operations which can be used in the existing continuum model with few modifications. The enhanced interface model and the previous model are compared under constant-load, stiffness and volume conditions. The comparison is followed by a verification of two the approaches for modelling the different surface roughness. Subsequently, a validation between available experimental data from the literature versus simulations is presented. The new enhanced model gives improved predictions by the incorporation of in-plane stresses into the model formulation. 相似文献
4.
Mahdi Zoorabadi Serkan Saydam Wendy Timms Bruce Hebblewhite 《Geomechanics and Geoengineering》2016,11(3):189-200
Roughness on rock joints produces a variable aperture across the joints and increases the flow path length. These conditions should be taken into account for a good approximation from cubic law. In this paper, the concept of local true aperture and tortuosity is applied to assumed joints where surfaces are matched to each other and correspond with standard Joint Roughness Coefficient (JRC) profiles. Furthermore, the hydraulic behaviour of JRC profiles is studied by a new laboratory experiment setup. The analytical approach provides new insights into the effects of roughness on hydraulic properties of rock joints. The results indicate that for a constant mechanical aperture, both the minimum local aperture and hydraulic aperture decrease with increasing JRC. Furthermore, tortuosity and standard deviation of local true aperture increase with JRC increment. The trend obtained between different parameters and JRC shows an obvious fluctuation for JRC lower than 10. On one hand, the results of this study along with a critical review of previous studies demonstrate that JRC profiles cannot present a precise roughness increment when JRC is less than 10. A new laboratory setup was designed to study the flow behaviour of JRC profiles. The results obtained from laboratory experiments under linear flow conditions validate the accuracy of the applied analytical method. 相似文献
5.
In this article, the potential of a binder developed by admixing fly ash and ground granulated blast furnace slag (GGBS) to stabilise expansive soils is evaluated. Laboratory tests included determination of free swell index, swell potential and swelling pressure tests of the soil/binder mixtures at different mixing ratio. The test results showed decrease in the swelling behaviour of the soil with increase in binder content. The percent swell–time relationship was observed to fit the hyperbolic curves enabling us to predict the ultimate percent swell from few initial test results. Addition of 1% of lime to the binder showed further improvement in reducing swelling. A good linear relationship is established between percent oedometer swell and modified free swell index (MFSI) for soil/binder mixtures without lime but the same has not been observed in the presence of lime. The compressibility characteristics of the soil/binder mixtures reduced nominally with increase in binder content but in the presence of lime, the compressibility reduced significantly. Binder used in this study has been found to be effective and economic to stabilise expansive soils with lesser amount of chemical additives such as lime. 相似文献
6.
Fouad Ibrahim 《GeoJournal》1998,46(2):135-140
Two ethnic groups of North Darfur, the Zaghawa and the Midob, are being compared as regards their migration behaviour and
their identification in their destination areas. Both groups have severely suffered as a result of the drought phase of the
last three decades, during which more than half of the Zaghawa and Midob have migrated southwards and to the towns.
Despite the similarity of the two ethnic groups, being non-Arab agropastoralists who are socially and politically marginalised
both within Darfur and within the Sudan, they show marked differences in their migration behaviour and ethnic solidarity.
The Zaghawa migrants are considerably more economically successful than the Midob migrants. The main reasons are:
– The Zaghawa started their outmigration earlier than the Midob. Thus, they could establish ethnically-based networks in Libya
and the Gulf countries, to which Zaghawa migrants can resort to make a good start in their destination areas. By the time
the Midob started their migration in the 1980s, the conditions of employment in the Arab oil countries had worsened.
– The Zaghawa show a strong clan solidarity. They readily lend money to young members of their clan to cover the high costs
of travelling to the Arab oil countries for work, where many of them have already established themselves.
– The Midob, both in the Sudan and abroad, have much less resources available. The only country open for them outside the
Sudan is Libya. Lacking capital, the Midob go there on camels, mostly illegally. Having no connections in Libya, except those
to other poor Midob there, they usually try to work in herding sheep and goats, which is not a lucrative profession.
This revised version was published online in July 2006 with corrections to the Cover Date. 相似文献
7.
Thermal behaviour of γ-anhydrite (γ-CaSO4, soluble anhydrite) has been investigated in situ real-time using laboratory parallel-beam X-ray powder diffraction data.
Thermal expansion has been analysed from 303 to 569 K with temperature steps of 4 K. Lattice parameters and volume were fitted
with a second-order polynomial to calculate thermal expansion coefficients. Thermal expansion of γ-anhydrite is anisotropic
being larger along the c axis. Within the 343–383 K thermal range, γ-anhydrite has been found to partially re-hydrate to bassanite CaSO4·0.5H2O. At 455 K the transformation γ-CaSO4 → β-CaSO4, insoluble anhydrite, starts reaching completion at 653 K. 相似文献
8.
Property and behaviour of sand–pile interface are crucial to shaft resistance of piles. Dilation or contraction of the interface soil induces change in normal stress, which in turn influences the shear stress mobilised at the interface. Although previous studies have demonstrated this mechanism by laboratory tests and numerical simulations, the interface responses are not analysed systematically in terms of soil state (i.e. density and stress level). The objective of this study is to understand and quantify any increase in normal stress of different pile–soil interfaces when they are subjected to loading and stress relief. Distinct element modelling was carried out. Input parameters and modelling procedure were verified by experimental data from laboratory element tests. Parametric simulations of shearbox tests were conducted under the constant normal stiffness, constant normal load and constant volume boundary conditions. Key parameters including initial normal stress ( $ \sigma_{{{\text{n}}0}}^{\prime } $ ), initial void ratio (e 0), normal stiffness constraining the interface and loading–unloading stress history were investigated. It is shown that mobilised stress ratio ( $ \tau /\sigma_{\text{n}}^{\prime } $ ) and normal stress increment ( $ \Updelta \sigma_{\text{n}}^{\prime } $ ) on a given interface are governed by $ \sigma_{{{\text{n}}0}}^{\prime } $ and e 0. An increase in $ \sigma_{{{\text{n}}0}}^{\prime } $ from 100 to 400 kPa leads to a 30 % reduction in $ \Updelta \sigma_{\text{n}}^{\prime } $ . An increase in e 0 from 0.18 to 0.30 reduces $ \Updelta \sigma_{\text{n}}^{\prime } $ by more than 90 %, and therefore, shaft resistance is much lower for piles in loose sands. A unique relationship between $ \Updelta \sigma_{\text{n}}^{\prime } $ and normal stiffness is established for different soil states. It can be applied to assess the shaft resistance of piles in soils with different densities and subjected to loading and stress relief. Fairly good agreement is obtained between the calculated shaft resistance based on the proposed relationship and the measured results in centrifuge model tests. 相似文献
9.
《Engineering Geology》2002,63(1-2):69-82
The empirical method proposed by Hoek and Brown is combined with rock mass classifications to predict the deformation behaviour of İstanbul Metro. The rock mass was assessed using both Bieniawski's RMR89 and its strength was estimated from the formula of Hoek and Brown for the RMR89 system. The applicability and validity of the proposed procedure has been checked by comparing the predictions with actual observations. It is found that the predictions agree well with observations in the intact rock. Although there are some differences between predictions and observations in the faulted rock, these probably reflect the inevitable inaccuracies in empirical approaches, and differences in behaviour of the actual support system that is assumed in modelling. In addition, anisotropy features like faults which are not accounted properly in the Hoek et al. equation that assumes isotropic behaviour. 相似文献
10.
Humberto Yáñez-Godoy Abdelhammid Mokeddem Sidi Mohammed Elachachi 《Georisk: Assessment and Management of Risk for Engineered Systems and Geohazards》2017,11(4):299-314
The uncertainty in terms of soil characterisation is studied to assess its effect on the structural behaviour of extended structures as sheet pile walls. A finite element model is used. This integrates a numerical model of the soil–structure interaction together with a stochastic model that allows characterising the soil variability. The model serves in propagating the variability and the system parameter uncertainties. Discussion is mainly focused on two points: (1) testing the sensitivity of the structural behaviour of a sheet pile wall to different geotechnical parameters and (2) assessing the influence of spatial variability of soil properties on the structural behaviour by identifying the most sensitive geotechnical parameter and the most significant correlation length values. The findings showed that in assessing the sheet pile wall’s structural behaviour, there are spatial variability parameters that cannot be considered negligible. In this study, soil friction angle is found to be an important parameter. 相似文献
11.
Expansive clays are widely prevalent all over the world as one of the most problematic soils. These soils undergo significant volume change with a change in the moisture regime, thereby posing problems to the stability of the structures founded on such strata. Efforts have been made to model the erratic behaviour of these soils at the macro, micro, and, to a lesser extent, nano levels. Micro and nano level fabrics, believed to have a central role in the overall behaviour of expansive clays, are only partially considered in the modelling concepts; natural clay fabrics with multiple clay minerals, silt and sand inclusions, micro fissures, cementation, overconsolidation, induration and other such features have never been considered. This paper covers a review of deficiencies in the existing constitutive models for the expansive characteristics of the natural clayey soils at macro, micro and nano levels. These shortcomings are discussed in the light of the understanding of the fundamentals including fabric and structure controlling the swelling mechanism of the expansive clayey soils at the molecular level. Finally, a framework based on authors’ work to incorporate molecular level behaviour in the constitutive modelling of expansive clays is presented. 相似文献
12.
13.
《Geomechanics and Geoengineering》2013,8(1):73-85
Bricks made of compacted sand–bentonite mixture are considered as a possible engineered barrier to isolate high-level radioactive waste at great depth. This work is aimed at investigating some specific effects related to the presence of discontinuities at the contact between the bricks and the excavation wall. In order to do this, an experimental device was developed in the laboratory. The model is made up of a specially designed infiltration cylinder which allows the precise definition of a planar discontinuity between the compacted specimen (a sand–bentonite mixture made up of sand and Kunigel clay from Japan) and a metal wall. During hydration and subsequent specimen swelling, the planar wall is filled, resulting in a healing process. Three total pressure gauges placed along the wall allow a detailed observation of the increase in total stress against the wall. After different periods of swelling, the maximum resistance of the specimen–wall interface to pressure was tested by imposing a pressure increase through a porous stone placed at one end of the cylinder. It was found that the maximum pressure supported by the interface is a function of the initial thickness of the discontinuity and the initial density of the specimen. It was also found that the maximum sustainable pressure depends linearly on the elapsed time. These results are of interest for optimizing water infiltration procedures in either mock-up tests or real disposal systems. If the maximum sustainable pressure at the interface is known, it is possible either to ensure homogeneous hydration of a mass of bricks by respecting the maximum injection pressure limit or to accelerate hydration by forcing water paths along the discontinuities. 相似文献
14.
《Applied Geochemistry》1988,3(2):153-163
A simulated nuclear waste glass, developed by the Power Reactor and Nuclear Fuel Development Corporation of Japan, was leached at 50, 75, 95, 110, 160, 210 and 240°C under saturated vapor pressure in groundwater from a granitic terrain. Depth profiles of insoluble components in reacted glass surface were measured by EPMA, together with time-excursion of the solution composition. Except at 160 and 210°C, B, Na, Mo (as MoO42−), Li, K, Si and Cs were leached out readily, with increasing rate of leaching in this order, at all other temperatures. At the intermediate temperatures of 160 and 210°C, however, the leaching rates of the soluble components were significantly lowered. Surface layers formed on the reacted glass surface thickened and changed in composition and structure with increasing temperature of reaction. During 312 h leaching at 110°C, a leached layer, about 5 μm thick, formed which is depleted in the soluble components and enriched in immobile metals such as Ni, Mn and Fe, and in precipitated components such as Ca and Mg. At 160 and 210°C, the secondary layer is composed of two sharply defined sublayers: an inner leached layer and an outer KSiAlrich layer, probably formed on the leached layer by precipitation from solution. The 50-μm thick layer formed during 508 h of leaching at 240°C is composed of three broadly defined sublayers, an inner leached layer, an outer precipitation layer and a middle layer of intermediate composition between the former two. The significant suppression in leaching rate at 160 and 210°C is interpreted as a result of rapid formation of the precipitation layer on the glass surface which slowed the diffusive migration of solution species responsible for glass dissolution through the surface layer. At 240°C, the leaching rate of soluble species except for silica increased significantly after an initial stage of slow leaching. At this temperature, coarse crystalline analcime precipitated from solution probably in expense of the surface precipitate, thus preventing the formation of surface precipitation layer as impermeable to solution species migration as that formed at 160 and 210°C. 相似文献
15.
Local structural heterogeneities in crystals of the binary grossular–spessartine solid solution have been analyzed using powder IR absorption spectroscopy. Wavenumber shifts of the highest energy Si–O stretching mode in spectra collected at room temperature are consistent with variations in Si–O bond length from structural data. They show a smaller positive deviation from linearity across the join than is seen for the grossular–pyrope and grossular–almandine binaries. The effective line widths, corr, of three selected wavenumber regions all deviate positively from linear behaviour. An empirical calibration of this excess spectroscopic property, obtained by comparison with calorimetric enthalpy of mixing data, gives an estimate for the symmetric Margules parameter of WHspec = 14.4(7) kJ mol–1 in Hmix = WHspecXGrXSp. WHspec values derived on the same basis for four aluminosilicate garnet solid solutions analyzed by IR spectroscopy vary with V2, where V represents the difference in molar volume between the end members of each binary system. Measurements of lattice parameters and IR spectra were made over a range of temperatures for seven samples with different compositions. Positive excess molar volumes of mixing at low temperature (30 K) may be larger than the excess molar volumes at room temperature. The saturation temperatures of the molar volumes show no correlation with composition, however, in contrast with what had been expected on the basis of data for the grossular–pyrope binary. Saturation temperatures for spectroscopic parameters and lattice parameters of samples with compositions Gr15Sp85 and Gr60Sp40 seem to be outliers in all experiments. It is concluded that the data hint at systematic changes in saturation temperatures across the solid solution, with implications for both the excess entropy of mixing and the excess volume of mixing, but more precise data or further sample characterization are needed to prove that this composition dependence is real in garnet solid solutions. 相似文献
16.
“Soil arching” for piled embankments: insights from stress redistribution behaviour of DEM modelling
Acta Geotechnica - For piled embankments, it is widely recognised that the majority of embankment load can be transferred to the piles through the “soil arching” mobilised in the... 相似文献
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19.
《Geomechanics and Geoengineering》2013,8(4):279-290
Over emphasis on tests results involving base soils with increasing coefficient of uniformity (Cu ) makes the reliability of an empirical particle-based criterion for effective filters questionable. Extra measures such as regrading of base soil are then necessary in order to capture the effectiveness of filter constriction sizes in trapping eroding fines. Recent studies which focused on the role of the sizes of filter voids on overall filtration behaviour have deployed constriction size approaches that were shown to be equally acceptable methods for distinguishing between effective and ineffective filters. This paper examines the evolution of this approach, starting from past empirical and mathematical investigations and proceeding to the eventual development of geometric-probabilistic methods with special reference to embankment dams. Models based on dominant and controlling constriction sizes are introduced, and subsequently the constriction-based retention criteria for granular filters are presented. The proposed retention criteria were verified based on extensive experimental data taken from small- and large-scale filtration tests carried out by various authors. The integration of filter compaction, porosity and Cu , together with the incorporation of analytical principles, provides alternative and rigorous design approaches that remove most limitations of the conventional particle-based criteria, thus making the models essentially more comprehensive and quantifiable. 相似文献
20.
Gutenberg and Richter developed an empirical relation, \(\log_{10} N(M) = a - bM\), to quantify the seismicity rate of various magnitudes in a given region and time period. They found the equation fit observed data well both globally and for particular regions. In conventional G–R relation, N(M) represents an arithmetic mean. As a result, the arithmetic standard deviation cannot be explicitly incorporated in the log-linear G–R relation. Moreover, this representation is susceptible to influence of spuriously large numbers of aftershocks of major earthquake sequences. To overcome these shortcomings, we propose an alternative representation of the G–R relation in terms of the logarithmic mean annual seismicity rate and its standard deviation. We select the crustal earthquake data from 1973 to 2011, as listed in the National Earthquake Information Center (NEIC) global catalog and the Central Weather Bureau (CWB) Taiwan regional catalog, to illustrate our methodology. We first show that by using the logarithmic annual seismicity rates we can significantly suppress the influences of spuriously large numbers of aftershocks following major earthquake sequences contained in the Taiwan regional catalog. More significantly, both the logarithmic mean annual seismicity rate and its standard deviation can be explicitly represented in the Gutenberg–Richter relation as follows: where log10 N represents the logarithmic annual seismicity rate. Above analytical equations are very well constrained by observed global seismicity data with \(5.0 \le M \le 7.0\) and by Taiwan seismicity data with \(3.0 \le M \le 5.0\). Both equations can be extrapolated with confidence to simultaneously estimate not only the median annual seismicity rates but also their uncertainties for large earthquakes for the first time since inception of the G–R relation. These equations can be used to improve the conventional probabilistic seismic hazard assessment by including the dispersion of the annual seismicity rate. Finally, the corresponding numerical median annual seismicity rate with its upper and lower bounds obtained from above equations for \(5.0 \le M \le 9.0\) is listed in Table 1.
相似文献
$${\text{For}}\,{\text{global}}\,{\text{crustal}}\,{\text{seismicity}}{:}\;\log_{10} N = 8.14 - 1.03M \pm (0.04M - 0.13);$$
$${\text{For}}\,{\text{Taiwan}}\;{\text{crustal}}\,{\text{seismicity}}{:}\;\log_{10} N = 5.62 - 0.90M \pm (0.02M + 0.17)$$
Table 1 Observed and estimated median annual seismicity rate and return period with their dispersions for Taiwan and global crustal earthquakes
| Magnitude | Catalog | |||
|---|---|---|---|---|
| Taiwan catalog (CWB) | Taiwan catalog (CWB) | Global catalog (NEIC) | Global catalog (NEIC) | |
| Annual rate (event/year) | Return period (year) | Annual rate (event/year) | Return period (year) | |
| M ≥ 5.0 | 24.55 13.18 7.08 | 0.041 0.076 0.14 | 1148.16 977.24 831.76 | 0.0009 0.001 0.0012 |
| M ≥ 5.5 | 8.91 4.68 2.45 | 0.11 0.21 0.41 | 367.28 298.54 242.66 | 0.0027 0.0033 0.0041 |
| M ≥ 6.0 | 3.24 1.66 0.85 | 0.31 0.60 1.18 | 117.49 91.20 70.79 | 0.0085 0.011 0.014 |
| M ≥ 6.5 | 1.17 0.59 0.30 | 0.85 1.69 3.33 | 37.58 27.86 20.65 | 0.027 0.036 0.048 |
| M ≥ 7.0 | 0.43 0.21 0.10 | 2.33 4.76 10.0 | 12.02 8.51 6.03 | 0.083 0.12 0.17 |
| M ≥ 7.5 | 0.15 0.074 0.036 | 6.67 13.51 27.78 | 3.85 2.60 1.76 | 0.26 0.38 0.57 |
| M ≥ 8.0 | 0.056 0.026 0.012 | 17.86 38.46 83.33 | 1.23 0.79 0.51 | 0.81 1.27 1.96 |
| M ≥ 8.5 | 0.020 0.009 0.004 | 50.00 111.11 250.0 | 0.39 0.24 0.15 | 2.56 4.17 6.67 |
| M ≥ 9.0 | 0.0074 0.0033 0.0015 | 135.14 303.03 666.67 | 0.13 0.074 0.04 | 7.69 13.51 25.00 |