Single piles under horizontal loads in sand: determination of <Emphasis Type="Italic">P</Emphasis>–<Emphasis Type="Italic">Y</Emphasis> curves from the prebored pressuremeter test

Lateral load-deflection behaviour of single piles is often analysed in practice on the basis of methods of load-transfer P–Y curves. The paper is aimed at presenting the results of the interpretation of five full-scale horizontal loading tests of single instrumented piles in two sandy soils, in order to define the parameters of P–Y curves, namely the initial lateral reaction modulus and the lateral soil resistance, in correlation with the pressuremeter test parameters. P–Y curve parameters were found varying as a power of lateral pile/soil stiffness, on the basis of which hyperbolic P–Y curves in sand were proposed. The predictive capabilities of the proposed P–Y curves were assessed by predicting the soil/pile response in full-scale tests as well as in centrifuge tests and a very good agreement was found between the computed deflections and bending moments, and the measured ones. Small-sized database of full-scale pile loading tests in sand was built and a comparative study of some commonly used P–Y curve methods was undertaken. Moreover, it was shown that the load-deflection curves of these test piles may be normalised in a practical form for an approximate evaluation of pile deflection in a preliminary stage of pile design. At last, a parametric study undertaken on the basis of the proposed P–Y curves showed the significant influence of the lateral pile/soil stiffness on the non-linear load-deflection response.     

盾构掘进引起地表沉降的多因素敏感性分析

为了研究各因素在盾构法施工中对地表沉降的影响程度,基于敏感性分析原理,针对一地铁盾构实例,选取土体弹性模量、土仓压力、地下水等3个影响地表沉降的因素,通过变化某一基准参数,让其余影响因素固定,分析研究了盾构施工引起地表沉降对各因素的敏感性。结果如下:弹性模量提高10%时,地表累积最大沉降量可减小15%～20%;在地下水存在的情况下,地表沉降显著增大;而对于砂性土而言,土仓压力越高地表沉降值略有增加。研究结果表明:地表沉降对穿越地层的弹性模量和地下水比较敏感,而对土仓压力敏感性较小。     

Optimization of the Rock Physical Model in Tight Sandstone Reservoir

Krief model, Nur model and Pride-Lee model are usually used to calculate dry rock modulus of sandstone reservoirs, but they are not effective for tight sandstone reservoirs. Based on Krief model and Nur model, and minimizing the difference between predicted P-wave or S-wave velocities and measured velocities, we acquireed lithologic index m in Krief model and critical porosity ?_c in Nur model by Gassmann relationship. The empirical parameters used in the models are expressed as the values changing with depth, so the accuracy of Krief and Nur models to estimate the P-wave and S-wave velocities was improved, and these two models are called as the variable parameter Krief model and the variable parameter Nur model. In addition, comparing with prediction accuracy of P-wave and S-wave velocities under different constraints, we can see that the shear modulus formulas in the three models are more accurate and more suitable in the tight sandstone reservoir. Han’s relationship about K_dry and u_dry is not affected by porosity, lithology and other factors, and the paper established dry rock model by Han’s relationship and any one of the above three models. The new dry rock model was applied in the Gassmann relationship to predict S-wave velocity of H8 tight sandstone reservoir in Sulige Gas Filed, Ordos Basin, which improved the accuracy of predicting S-wave velocity. At the same time, lithology index m in Krief model, critical porosity ?_c in Nur model and consolidation parameters c in Pride-Lee model which are corresponding to each sample can be obtained. The values of these parameters can reflect lithology difference, pore structure, compaction degree and other characteristics, which indicate the geological characteristics of the reservoir.     

甘肃定西原状Q_3黄土各向异性试验研究

通过室内三轴试验,研究了甘肃定西原状Q3黄土的各向异性对于黄土抗剪强度和变形参数的影响。研究结果表明,此种黄土的各向异性对土体力学性质的影响显著。垂直向原状黄土抗剪强度明显高于水平向,随着围压的增大,二者之差明显下降,最终稳定在10%的差值范围内。围压小于100 k Pa时,水平向破坏应变明显大于垂直向,且随着围压逐渐增大二者差值逐渐减小,并在围压高于200 k Pa时,破坏应变达到一致。利用邓肯-张模型对偏差应力实测值与计算值进行差值分析表明,低应变处垂直向与水平向的差值均较大;随着围压增大,差值逐渐减小并最终稳定在±5%差值范围内,且最大偏差应力均符合误差为±5%的范围。无论是垂直样还是水平样,大约在2%应变之前的应力应变曲线都近似为回归系数很高的线性关系,可近似估算不同方向黄土的变形模量,其值分别为130 MPa和85 MPa。     

四川岩溶地下河空间分布规律研究

利用mapgis软件提取四川省1:20万或1:50万水文地质图信息,初步查清四川岩溶水地下河的空间分布规律,统计得出岩溶地下河约168条,总长度约77.23 km,多年平均枯季流量为470.02 L/s,地下河发育密度为0.88 m/km2,多年平均径流模数为9.52 L/s·km2。四川地下河长度以中、短型为主,小于5 km的占67.92%;流量以中、小流量为主,小于200 L/s的地下河占总量的49%。从区域构造来看,主要分布于准扬子地台的上扬子台坳、四川台坳、龙门山-大巴山台缘坳陷、康滇地轴等;从行政区划来看,主要分布于古蔺县、叙永县、筠连县、邻水县、盐源县等地。     

GF-5 AIUS切高校正算法研究与反演验证

利用红外掩星获取温压及其大气成分廓线,需要获得精确的指向信息,针对高分五号大气环境甚高分辨率探测仪（GF-5 AIUS）一级光谱信息,本文首先分析了不同切高的光谱变化情况,在此基础上,利用查找表方法进行切高校正。在低切高段（10—20 km）,选取N₂吸收波段,模拟6—40 km高度上的透过率光谱,通过查找表校正方法对一级数据中的低层切高进行校正。在高切高段（20—100 km）,模拟6—90 km切高上的透过率光谱,利用O₃吸收波段（20—90 km）进行校正。校正算法采取全局最小均方根误差的方法进行统计实验,确定最小校正半径为15 km。最后选取O₃、HCl、N₂O共3种大气成分的反演波段,进行校正后的透过率数据对比验证与反演产品精度的验证。结果表明：在O₃、HCl、N₂O共3种成分的反演通道上,校正后的观测透过率与模拟的透过率数据一致性较好,两者最大偏差小于0.1,切高校正算法得到的结果与模拟透过率吻合度较好;同时基于Aura MLS（Microwave Limb Sounder）、ACE-FTS（Atmospheric Chemistry Experiment Fourier-Transform Spectrometer）Level 2产品进行了O₃、HCl、N₂O单廓线交叉验证。结果表明：GF-5 AIUS反演的单廓线O₃与MLS、ACE-FTS相对偏差在30 km以下小于50%,在30—60 km小于20%;单廓线HCl与MLS、ACE-FTS相对偏差整体小于20%;单廓线N₂O与MLS、ACE-FTS相对偏差30 km以下小于20%,30—60 km相对偏差较大。     

钢纤维煤矸石混凝土抗冻性能及损伤模型研究

为研究钢纤维煤矸石混凝土的抗冻性能,以冻融循环次数和钢纤维掺量为主要变量,通过快速冻融试验,研究不同掺量的钢纤维煤矸石混凝土的表观形貌、质量损失、相对动弹性模量和抗压强度的变化规律;并依据钢纤维煤矸石混凝土动弹性模量的变化,定义钢纤维煤矸石混凝土的损伤变量,建立冻融环境下钢纤维煤矸石混凝土的损伤模型。研究结果表明：在冻融环境作用下掺入适量的钢纤维能够降低煤矸石混凝土的质量损失和减缓相对动弹性模量的下降,提高煤矸石混凝土的抗冻性能;依据损伤变量提出的损伤模型与试验数据符合较好,可以为冻融环境下钢纤维煤矸石混凝土的耐久性研究提供理论参考。     

基于小波变换的图像边缘提取算法

在给出边缘检测性能判断标准和传统的模极大值点筛选的缺陷之后,基于边缘检测提出了改进的小波变换模局部极大值点算法。在这个基础之上,又针对交通系统的实时性,提出了一种改进的边缘信息的车辆检测算法,使得对运动车辆的边缘检测具有更加良好的效果。最后通过仿真实验,证明本论文提出方法的有效性,得到了多帧道路图像的边缘,较好地解决了传统边缘检测方法在边缘检测时会出现伪边缘和有意义边缘损失这两个问题,对将来车辆交通监控系统等方面的研究起到了一定的帮助作用。     

Mechanical properties of organic matter in shales mapped at the nanometer scale

The mechanical properties of organic matter strongly affect the way shales deform and fracture. However, the way organic matter responds to mechanical stresses is poorly understood, representing a critical obstacle to assessing oil and gas production in shale formations. Little is known about the mechanical properties of organic matter in fine grained rocks primarily because it often occupies tiny nanometer-scale voids between the mineral grains which cannot be accessed using standard mechanical testing techniques. Here, we use a new atomic force microscopy technique (PeakForce QNM™) to map the mechanical properties of organic and inorganic components at the nanometer scale. We find that the method is able to distinguish between different phases such as pyrite, quartz, clays, and organic matter. Moreover, within the organic component Young's modulus values ranged from 0 to 25 GPa; in 3 different samples – all of which come from thermally mature Type II/III source rocks in the dry gas window – a modal value of 15–16 GPa was measured, with additional peaks measured at ≤10 GPa. In addition, the maps suggest that some porous organic macerals possess a soft core surrounded by a harder outer shell 50–100 nm thick. Thus, our results demonstrate that the method represents a powerful new petrographic tool with which to characterize the mechanical properties of organic-rich sedimentary rocks.     

Layered elastic model for analysis of Cone Penetration Testing

A layered elastic model is adopted in the paper for the analysis of soil layering effects on the results of Cone Penetration Testing (CPT). Analytical solutions associated with the layered elastic CPT model and obtained via numerically integrating the fundamental singular solution for layered elastic solids due to the action of a body force concentrated on a circular ring. The soil layering effects on the CPT tip and friction resistance are examined in detail using the layered elastic CPT model. These examinations include parametric studies, influence of soil compressibility, comparisons with theoretical results given in the literature, verification with experimental data and simulation of field trial results. The examinations lead to the conclusions that the layered elastic CPT model can be used to analyse soil layering effects on CPT results and to estimate relative shear modulus strength of soil layers. Copyright © 1999 John Wiley & Sons, Ltd.