垃圾土室内动力试验研究

利用循环三轴试验对城市垃圾土的动力特性进行了研究。试验中对试样分别施加两种不同荷载,一种为循环压缩,另一种为循环压缩和伸长荷载,分别模拟交通荷载和地震荷载情况,循环荷载频率为1Hz。对城市垃圾土的动模量和振动残余应变试验结果进行了分析,并给出了计算公式。     

Viscoelastic behaviour of mica-based glass-ceramic aggregate

The present study deals with the small strain torsion deformation of MACOR glass-ceramic samples at high temperatures (450–850 °C) and over a range of low frequencies (20 Hz–5 mHz). The samples of MACOR ceramic consist of 55 vol% randomly oriented, sheet-like fluorophlogopite mica crystals (∼100–20 μm in planar size, 1–2 μm in thickness) and 45 vol% of isotropic alumino-borosilicate glass matrix. Measurements of the complex shear modulus show that the sample does not possess the relaxed shear viscosity even at temperatures above the glass transition temperature of the glass matrix. The maximum of the imaginary component G ^′′() of the shear modulus is ∼0.15 of the unrelaxed value G _∞, the relaxation strength Δ≈0.9. The activation energy of the peak of G ^′′() is ∼245 kJ mol⁻¹. Using this value of E _a , the data obtained at various frequencies and temperatures have been reduced to a master curve using the dimensionless variable ωτ, where ∼₀ exp(−E _a /RT). The internal friction Q⁻¹(ωτ) is ∝1/()^0.35−0.4 in the low-temperature high-frequency range (1); passes through a maximum at ∼1 and trends asymptotically to a value Q⁻¹∼0.25–0.30 at ≪1. The behaviour of Q ⁻¹(ωτ) differs from that of a Caputo body by the presence of the resolved peak which may be attributed to the slow mechanical relaxation of mica crystals due to rotation as well as flexing and bending modes of crystal deformation. Received: 26 June 1998 / Revised, accepted: 13 January 1999     

Analysis of strength and moduli of jointed rocks

This paper deals with two aspects of jointed rock mass behavior, first the finite element modeling of a jointed rock mass as an equivalent continuum, second the comparison of empirical strength criteria of a jointed rock mass. In finite element modeling the jointed rock properties are represented by a set of empirical relationships, which express the properties of the jointed medium as a function of joint factor and the properties of the intact rock. These relationships have been derived from a large set of experimental data of tangent elastic modulus. It is concluded that equivalent continuum analysis gives the best results for both single and multiple jointed rock. The reliability of the analysis depends on the estimation of joint factor, which is a function of the joint orientation, joint frequency and joint strength.Empirical strength criteria for jointed rocks, namely Hoek and Brown, Yudhbir et al., Ramamurthy and Arora, Mohr–Coulomb have been incorporated in a nonlinear finite element analysis of jointed rock using the equivalent continuum approach, to determine the failure stress. The major principal stress at failure, obtained using Ramamurthy's criteria, compares very well with experimental results.     

Engineering approach to interpretation of oedometer tests performed on collapsible soils

Two mathematical models were selected for describing soil collapsibility. The elastic behavior of quasi-uniform materials was utilized for modeling one-dimensional compression of ‘dry’ soil specimens. Water-saturated soil specimens were modeled as elastic materials where deformation properties ‘improve’ during stress increase. Two simple formulas are offered for the interpretation of the double oedometer tests. The validity of these formulas derived within the common stress domain was demonstrated. The analytical expressions derived from the double oedometer tests may be utilized in the interpretation of the single oedometer tests. The effectiveness of the suggested method in the interpretation of single oedometer test was illustrated using the test results published in the literature.     

Ageing effects in the shear modulus of soils

Results of in situ tests of shear wave propagation are presented and analysed to evaluate the effects of geologic processes, stress history and ageing on the shear modulus of soils. These results show clear tendencies of soil structures to get stiffer as consequence of ageing or surcharging to high stress levels. The evolution of shear modulus, as verified by these results, is significant as it changes the response of soil deposits to seismic loadings.     

High-pressure behaviour of Ca-rich C 2 /c clinopyroxenes along the join diopside-enstatite (CaMgSi2O6-Mg2Si2O6)

 An in situ high-pressure (HP) X-ray diffraction investigation of synthetic diopside and of the Ca_0.8Mg_1.2Si₂O₆ clinopyroxene (Di₈₀En₂₀) was performed up to respectively P=40.8 and 15.1 GPa, using high brilliance synchrotron radiation. The compression of the cell parameters is markedly anisotropic, with β_b ⋙ β_c > β_a > β_asinβ for any pressure range and for both diopside and Di₈₀En₂₀. The compressibility along the crystallographic axes decreases significantly with pressure and is higher in Di₈₀En₂₀ than in diopside. The β cell parameter decreases as well with pressure, at a higher rate in Di₈₀En₂₀. The cell volume decreases at almost the same rate for the two compositions, since in diopside a higher compression along a* occurs. A change in the mechanism of deformation at P higher than about 5–10 GPa is suggested for both compositions from the analysis of the strain induced by compression. In diopside at lower pressures, the deformation mainly occurs, at a similar rate, along the b axis and at a direction 145° from the c axis on the (0 1 0) plane. At higher pressures, instead, the deformation occurs mostly along the b axis. In Di₈₀En₂₀ the orientation of the strain axes is the same as in diopside. The substitution of Ca with Mg in the M2 site induces at a given pressure a higher deformation on (0 1 0) with respect to diopside, but a similar change in the compressional behaviour is found. Changes in the M2 polyhedron with pressure can explain the above compressional behaviour. A third-order Birch-Murnaghan equation of state was fit to the retrieved volumes, with K=105.1(9) GPa, K′=6.8(1) for diopside and K=107.3(1.4) GPa, K′=5.7(3) for Di₈₀En₂₀; the same equation can be applied for any pressure range. The elasticity of diopside is therefore not significantly affected by Mg substitution into the M2 site, in contrast to the significant stiffening occurring for Ca substitution into Mg-rich orthopyroxenes. Received: 3 January 2000 / Accepted: 21 May 2000     

Tangent response in coupled dynamical systems

We construct new unidirectional coupling schemes for autonomous and nonautonomous drive systems, respectively. Each of these schemes makes the state of the response system asymptotically approach the first-order derivative of the state of the driver. From the point of view of geometry, the first-order derivative of the state of the driver can be viewed as a tangent vector of the trajectory of the driver, so the proposed schemes are named tangent response schemes. Numerical simulations of the Lorenz system and the forced Duffing oscillator verify the validity of the tangent response schemes. We further point out that the tangent response can be interpreted as a special kind of generalised synchronisation, thereby explaining why the response system can exhibit rich geometrical structures in its state space.     

东海平湖油气田流体识别方法与应用研究

平湖油气田位于东海陆架盆地西湖凹陷保傲斜坡平湖构造带中段,主要生产层是渐新世花港组油藏和始新世平湖组气藏。传统地质观点认为平湖组为主要气藏,但是实际生产中八角亭BX1井平湖组P11等气层有原油产出,给油气藏的开发带来一定挑战。准确地确定储层的流体性质,不仅对气藏开发方式选择和开发经济政策制定,而且对滚动勘探都具有重要意义。根据气、油和水物理性质之间的差异,利用非电测井信息,基于不同饱和流体岩石具有不同的横波时差、纵波时差、纵波等效弹性模量、流体密度、流体时差和流体声阻抗,结合其它测井手段,有效识别了平湖油气田AX9井、BX8井、BX1井和PX9井储层的流体性质。识别结果与实际生产状况基本一致,说明该方法在平湖油气田流体识别方面具有良好的应用效果。     

沁水盆地南部煤储层水力压裂裂缝发育特征的数值模拟研究

以沁水盆地南部为研究区,以山西组3号煤储层为目标层位,根据该区的地应力场特征以及晋城市寺河矿煤样的三轴压缩实验结果,利用大型有限元软件ANSYS建立了该区3号煤储层的地质模型,模拟水力压裂过程中地应力场和储层弹性模量对裂缝起裂压力和裂缝扩展形态的影响。结果表明:裂缝的起裂压力与最大水平主应力无关,随最小水平主应力的增大而线性增大,变化范围为10～25 MPa;裂缝的最大缝长和最大缝宽不随最大水平主应力的变化而变化,随最小水平主应力和煤岩弹性模量的增大而减小,其中最大缝长介于36～83 m范围内的概率最高。模拟结果和现场数据基本吻合,说明该模型具有一定的合理性,研究成果对于沁水盆地南部地区煤层气井水力压裂设计具有重要的参考价值。     

单轴载荷下冻土的导电性及机敏性能试验研究

针对青藏铁路北麓河粉质黏土,利用电阻率－应力－应变试验设备,获取了不同温度单轴压缩条件下的电阻率-应力-应变全过程曲线,探讨了冻土导电性能及其机敏性。试验结果表明,在含水率 、干密度 、加载应变率为1 mm/min试验条件下,初始电阻率 、最大电阻率 、最大切线模量对应的电阻率 随温度降低而同步增大;冻土在压缩过程中具有较强的压敏性,随着压应力增大,电阻率变化可分为电阻率减小区、平衡区和剧增区;冻土单轴最大切线模量与温度之间呈线性关系,最大切线模量对应的应力及应变 、 、峰值应力对应应变 表现出温度敏感性,当 ℃时, 、 、 值最小;当 ℃时, 、 、 值随T降低而增大,冻土随温度降低延性增强脆性减弱;当 ℃时 、 、 值随 降低而增大,冻土随温度降低,脆性增强,延性减弱。