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1.
《中国煤炭地质》2017,(4)
固井二界面胶结质量是煤层气井高效开采一个亟待解决的工程难题,温度是影响固井二界面胶结强度的一个重要因素。为此,基于取自沁水盆地HD012井的相关样品,实验评价了温度对固井二界面胶结强度的影响规律,并结合环境扫描电镜(ESEM)方法对比分析了不同温度条件下泥饼的断面特征和孔隙结构特征,进而探讨了温度对固井二界面胶结强度的影响机理。实验结果表明,在无泥饼条件下,固井二界面胶结强度,随温度升高而增大,而在有泥饼条件下,则随温度升高而减小;有泥饼存在时,温度升高,泥饼黏土颗粒结合水膜变薄,粒间作用力减小,泥饼中孔洞增大、增多,导致泥饼渗透性增大,固井二界面胶结强度降低。 相似文献
2.
3.
《岩土力学》2015,(9):2532-2540
基于大津法(Otsu)多阈值分割方法,利用数字图像处理技术获取了花岗岩细观结构的表征图像,并结合颗粒流程序,重构了反映岩石非均质结构特征的细观模型。通过单轴压缩试验,分析了花岗岩的失稳破坏过程,并研究了细观结构强度对宏观强度及破坏形态的影响。研究发现:花岗岩试件失稳破坏过程中存在4种裂纹形式,加载初期首先产生界面裂纹,其次是云母裂纹,长石和石英在应力接近极限强度时才破坏;当增大胶结界面或矿物强度时,花岗岩的抗压强度随之增加,但增加梯度逐渐减小;胶结界面或3种矿物细观强度的增大会使该结构处裂纹数量减小,而增加其他结构处的裂纹分布;相对于中等强度的长石和高强度的石英,低强度的胶结界面和云母矿物对花岗岩宏观强度和破坏形态的影响较大,是关键细观结构。将Otsu图像处理技术与颗粒流程序相结合,建立反映岩石真实结构的细观模型,为研究岩石非均质性对宏观力学特性的影响提供了一种有效手段。 相似文献
4.
利用现场剪切试验、X射线粉晶衍射、电镜扫描及土水化学效应试验等手段探讨了降雨作用下欢喜坡冰水堆积体角砾土强度变化的微观机制。降雨对冰水堆积体角砾土的抗剪强度有着显著的影响,其饱和状态的黏聚力和内摩擦角比天然含水率情况分别降低64.3%和22.5%。降雨溶浸后,角砾土微观结构变得松散、黏聚力降低,其强度衰减的微观机制可概括为黏土矿物吸水膨胀,钙镁质胶结物溶解,离子交换吸附和角砾与水的微观作用,其主要表现为:黏土矿物吸水膨胀,粒间孔隙增大,其形态由絮凝状变为似层状或分散状;钙镁质胶结物溶解导致溶液中Ca2+、SO42-浓度出现明显增加;离子交换导致Na+浓度增大,黏土颗粒表面扩散层变厚,粒间引力减小;角砾与水的微观物理化学作用导致其粒间接触面粗糙度降低。 相似文献
5.
环空气窜是几乎所有天然气井固井都存在的一个潜在问题。涩北气田是第四系中浅层气田,地层成岩性差,泥岩水化分散能力强,储层易分散,具有较强的压力敏感性和水敏特性;含气井段长,气水层间互,气层薄,层数多;地层岩石抗压强度低,致使水泥环第二界面的胶结强度极低,二界面质量难以提高,容易发生气窜、水窜和层间窜槽现象。为此,如何提高环形空间的密封性,提高固井质量,保证气井井筒完整性,成为了亟待解决的问题。针对该气田特殊的地质特点,分析了影响固井质量的因素,研究了固井工艺、防窜水泥浆体系和工艺措施应用的局限性,选择了管外封隔器来解决环空窜槽问题。分析结果表明,管外封隔器不但可以有效防止管外窜槽,而且可以提高固井质量和优化井身结构,保证气井安全和延长使用寿命。管外封隔器在涩北气田钻井中应用于防气窜和提高固井质量是切实可行的,具有很好的应用价值。 相似文献
6.
煤储层具有高吸附性、低渗透性、易压缩与易破碎的特征,煤层气水平井钻完井过程中常常造成煤储层伤害,导致煤层渗透率和单井煤层气产量大幅度降低。通过实验分析,揭示水平井钻完井液中的固相颗粒、流体流动诱导产生的固相成分对煤储层微裂隙堵塞成因,阐明煤层气水平井钻完井中储层伤害的机理。在此基础上,提出水平井双层管柱筛管完井技术,分析其减轻煤储层伤害的机理,即通过冲管水力冲击作用消除水平井壁钻井液泥饼,清除井壁附近堵塞微裂隙煤粉,并在近井地带产生应力增渗作用。相对于煤层气常规的多分支水平井及分段压裂水平井,水平井双层管柱筛管完井的稳定日产气量、稳产周期均大幅提升。该技术在沁水盆地南部部分区域推广应用显示,3号煤层气井平均日产气量提升到20 000 m3,同时实现15号煤层气的开发突破,平均日产气量提升到10 000 m3以上。研究成果对于降低煤层气水平井钻完井过程中的储层伤害,提高煤层气井产量具有重要的理论和实践意义。 相似文献
7.
煤储层含气量是煤层气开发的核心参数,但实测煤储层含气量与煤储层的真实含气量之间往往存在误差。基于窑街矿区海石湾井田煤层气井不同时段的产气量,以煤储层含气量“定体积”降低为基础,反演煤储层实时含气量,研究煤层气井排采过程煤储层实时含气量的变化规律。结果表明:煤储层含气量随排采时间呈线性下降趋势,不同步长煤层气井产气量与煤储层含气量降低幅度一致,遵循“定体积”产气特征,即煤层气单井产气量是煤基质“定体积”产出;煤层气井的产气量与含气量降低速率有关,而与煤储层原始含气量无关。煤储层为隔水层,水力压裂难以改变煤基微孔隙通道的结合水状态,CH4产出过程受水–煤界面作用控制,煤层气产出是“CH4·煤·水”三相界面传质作用的结果,水–煤界面作用中水的湍动提供并传递能量,激励块煤中CH4解吸与产出。 相似文献
8.
塔里木盆地古近系、白垩系地层含膏、含盐,气显示活跃,固井难度大。在总结前期微膨胀胶乳防窜水泥浆体系固井失利原因的基础上,重点考虑地层岩性特征,以提高二界面胶结质量为目的,优选出微膨胀防窜盐水水泥浆体系。该体系具有API失水量小、SPN值小、水泥石强度大的特点,经现场应用,封固井段固井质量优良,表明该体系有广泛推广的前景。 相似文献
9.
断层泥的强度参数对断层的强度有重要影响,而断层泥的强度参数与其胶结度和含水率密切相关。通过对不同胶结度和含水率断层泥试样开展直剪试验,获得了断层泥的主要强度参数——黏聚力 和内摩擦角 ,并对其与含水率和胶结度的关系进行了分析研究,取得了如下结论：（1）不同胶结度断层泥试样的内摩擦角均随含水率的升高而降低,但降低程度较小;（2）不同胶结度断层泥试样黏聚力随含水率升高而变化的过程可划分为3个阶段,即上升期、急剧下降期、缓慢下降期,这3个阶段由第一拐点和第二拐点分隔开;（3）随着胶结度的增大,断层泥试样的内摩擦角逐渐升高,但变化不大,且内摩擦角随含水率升高而降低的程度有逐渐减小的趋势;（4）随着胶结度的增大,断层泥试样黏聚力第一拐点位置的含水率迅速增大,而第二拐点位置含水率的变化相对较小;（5）断层泥胶结度与第一拐点含水率的关系可用二次多项式函数进行描述。 相似文献
10.
熔体的形态与分布特征对岩石流变的影响 总被引：5，自引：1，他引：4
熔体的形态与分布研究表明,在静态条件下,熔融程度比较低时,熔体主要分布于三个矿物颗粒之间,形成三角形状熔体结构,熔体二面角在0°~60°;熔融程度比较高时,熔体沿多个颗粒边界形成孤立的三角形或四边形结构,熔体三联点的二面角接近60°或大于60°。在动态条件下,在部分或全部矿物颗粒边界出现熔体薄膜,把熔体三角形连通,形成局部熔体网络,熔体三联点的二面角接近0°。如果熔体呈孤立的三角形或四边形结构时,熔体对岩石流变的影响比较小:当熔体含量小于2%~3%,熔体对岩石流变基本没有影响;只有熔体含量接近或超过3%~5%,熔体对流变强度的弱化作用才出现,当熔体含量达到10%时,流变强度弱化增加3倍左右。如果矿物颗粒边界出现熔体薄膜,微量熔体(小于1%)就对岩石流变强度有显著的弱化作用。流变实验表明,在颗粒边界含有小于1%的熔体时,熔体对流变强度的弱化达到4倍,当颗粒边界含有3%的熔体时,这种弱化作用达到10倍。 相似文献
11.
不同于常规土体单元试验中恒定围压的应力路径,进行了减围压（卸载）应力路径下丰浦砂的平面应变压缩试验,研究了初始围压和初始相对密度对砂土的剪切强度和剪切带特性的影响。结合二维数字图像（DIC）相关方法,分析剪切带的形成过程,对剪切带的厚度和倾角及其影响因素进行定量地分析。研究结果表明,剪切带形成于峰值剪切强度之前;对于密实丰浦砂试样,随着围压的增加,其剪切强度(最大有效主应力比)减小且峰值强度出现越晚,剪切带厚度减小而剪切带倾角变化不大;丰浦砂试样的相对密度越高,剪切强度越大且峰值强度出现越早,剪切带厚度越小而剪切带倾角越高。此外,基于峰值内摩擦角的Coulomb公式可以较好地预测平面应变试验条件下丰浦砂的最大剪切带倾角。 相似文献
12.
随着国内市场对天然气需求量的迅速增长,如何成功开发宁武盆地储量丰富的煤层气资源已成为目前非常规气藏开发的一个重要课题。结合宁武盆地地应力状态、地层孔隙压力、地层强度参数、井斜角和方位角等参数,科学确定适合煤层气井钻进的钻井液密度窗口,成为宁武盆地煤层气项目能够高效、安全实现产业化发展的关键因素之一。通过ANSYS软件对宁武盆地9号煤层建立有限元模型,分别分析了不同地应力方向时不同井斜角钻井液密度对井眼扩大率的影响规律,针对不同方位和井斜得出了适用的钻井液密度窗口,对于下一步宁武盆地煤层气井产业化开发中有效控制煤层坍塌,降低复杂情况,提高钻井效率及提高煤层气开发综合效益提供了技术支撑。 相似文献
13.
In this paper, the effects of shear velocity on the shearing behavior of artificial joints have been studied at different normal stress levels. Here, artificial joints with planar and rough surfaces were prepared with the plaster (simulating soft rock joints) and concrete (medium-hard rock joints) materials. The rough joints had triangular shaped asperities with 10° and 20° inclination angles. Direct shear tests were performed on these joints under various shear velocities in the range of 0.3–30 mm/min. The planar plaster–plaster and planer concrete–concrete joints were sheared at three levels of normal stress under constant normal load boundary condition. Also, the rough plaster–plaster and concrete–concrete joints were sheared at one level of normal stress under constant normal stiffness boundary condition. The results of the shear tests show that the shearing parameters of joints, such as shear strength, shear stiffness and friction angle, are related to the shear velocity. Shear strength of planar and rough plaster–plaster joints were decreased when the shear velocity was increased. Shear strength of concrete joints, except for rough joints with 10° inclination, increased with increasing shear velocity. Regardless of the normal stress level, shear stiffness of both planar plaster–plaster and concrete–concrete joints were decreased when the shear velocity was increased. 相似文献
14.
Crack coalescence in rock masses was studied by performing a series of biaxial compresion tests on specimens made of rock-like
material. Specimens of size 63.5 × 27.9 × 20.3 cm, made of 72% silica sand, 16% cement (Type I) and 12% water by weight were
tested. The joint inclination angle was maintained at 45°, while the offset angle i.e. angle between the plane of the joint
and the line that connects the two inner tips of the joints, was changed from 0° to 90° with an increment of 15°. Three levels
of lateral stress were used; 0.35 MPa, 0.7 MPa and 1.5 MPa on each sample. HP data acquisition system was used to record the
data for each sample. In each sample, four LVDTs were fixed to measure the axial and lateral displacement along the sample.
The failure mechanisms were monitored by eye inspection and a magnifier to detect crack initiation and propagation. For each
test, the failure surfaces were investigated to determine the characteristics of each surface. Wing cracks initiated at the
tip of the joint for the low confining stress applied, while at higher confining stresses wing cracks also initiated at the
middle of the joint. Secondary cracks initiated at the tip of the joint due to shear stress. Three modes of failure took place
due to coalescence of the secondary and wing cracks. The bridge inclination was the main variable that controlled the mode
of failure. For bridge inclination of 0°, the coalescence occured due to shear failure and for bridge inclination of 90° the
coalescence occurred due to tensile failure while for the other bridge inclinations coalescence occured due to mixed tensile
and shear failure. 相似文献
15.
Cheng Zhao Yimeng Zhou Qingzhao Zhang Chunfeng Zhao Hiroshi Matsuda 《国际地质力学数值与分析法杂志》2020,44(3):353-370
To deeply understand the cracking mechanical behavior of brittle rock materials, numerical simulations of a rock specimen containing a single preexisting crack were carried out by the expanded distinct element method (EDEM). Based on the analysis of crack tips and a comparison between stress- and strain-based methods, the strain strength criterion was adopted in the numerical models to simulate the crack initiation and propagation processes under uniaxial and biaxial compression. The simulation results indicated that the crack inclination angle and confining pressure had a great influence on the tensile and shear properties, peak strength, and failure behaviors, which also showed a good agreement with the experimental results. If the specimen was under uniaxial compression, it was found that the initiation stress and peak strength first decreased and then increased with an increasing inclination angle α. Regardless of the size of α, tensile cracks initiated prior to shear cracks. If α was small (such as α ≤ 30°), the tensile cracks dominated the specimen failure, the wing cracks propagated towards the direction of uniaxial compression, and the propagation of shear cracks was inhibited by the high concentration of tensile stress. In contrast, if α was large (such as α ≥ 45°), mixed cracks dominated the specimen failure, and the external loading favored the further propagation of shear cracks. Analyzing the numerical results of the specimen with a 45° inclination angle under biaxial compression, it was revealed that lateral confinement had a significant influence on the initiation sequence and the mechanical properties of new cracks. 相似文献
16.
This paper investigates the influence of a flaw on crack initiation, the failure mode, deformation field and energy mechanism of the rock-like material under uniaxial compression. The results of laboratory test and numerical simulation demonstrate the flaw inclination effect can be classified into three groups: 0–30°, 30–60° and 75–90°. The characteristic stresses increase as the flaw angle increases. The tensile cracks initiate from gentle flaws (α ⩽ 30°) and shear cracks appear at tips of steep flaws (α ⩾ 45°). The input energy, strain energy and dissipation energy of a specimen show approximate increasing trends as the flaw angle increases. 相似文献
17.
层理弱面对层状岩石的力学特性影响较显著，为了研究层理面特性对岩石断裂力学特性的影响，开展了具有不同层理方向的砂岩试样三点弯试验，探讨了砂岩断裂韧度及断裂模式的各向异性。之后基于有限元中的黏聚单元建立了数值模型，采用数值模拟方法研究了层理面强度对各层理角度试样断裂力学行为的影响规律。结果表明：层理方向影响下砂岩的断裂韧度及模式存在各向异性；同一层理方向试样的断裂韧度随层理面强度的增大而增大，且试样的层理面与加载方向夹角越小，断裂韧度受层理面强度变化影响越明显；试样的断裂模式不仅与层理面强度有关，还受层理倾角的控制，层理面与加载方向夹角θ = 0o试样断裂模式基本不受层理面强度影响，θ = 30o试样主要沿层理面张拉或剪切破坏，且沿层理面的破裂长度随层理面强度的降低逐渐增大；层理面强度较大时，θ = 45o试样主要沿层理面张拉破坏，θ = 60o～90o试样主要以贯穿层理的张拉破坏为主；层理面强度较小时，θ = 45o～90o试样均以沿层理面的剪切破坏为主，其中θ = 45o试样沿层理剪切长度最大。另外，通过数值模拟结果分析了层理面强度及方向对试样的起裂角及裂纹扩展路径产生的影响。该研究成果可作为层状岩石断裂力学理论的有益补充。 相似文献
18.
Most natural rock masses contain a large number of random joints and fissures, and most of the rock masses at the rock engineering are commonly in both compression and shear stress environment. However, the research on the failure characteristics of complex random jointed rock mass under compressive-shear loading is still limited. To address this gap, this paper uses the particle flow code 2D to establish a discrete fractured rock mass model and carry out a series of numerical tests with different compressive-shear angles (α) and different joint geometric parameters. The effects of compressive-shear angle and joint geometric parameters on the strength and failure characteristics of fractured rock masses are studied. The results indicate that with the increase of α, the peak strength of the specimen decreases gradually, and the failure mode changes from the composite shear failure mode (Mode-I) to a plane shear failure mode (Mode-II) and then to intact shear failure mode (Mode-III). Specifically, the three failure modes occur in the specimens with α?=?15°, 30° or 45°, 60°, respectively. The existence of joints affects stress distribution on rock mass during the loading process. Furthermore, the stress at the joint tip is relatively concentrated, while on both sides of the joint is smaller. Three kinds of crack coalescence patterns are observed: tensile, shear, and tensile-shear mixed coalescence. The inclination angle of the rock bridge between adjacent joints affects the specific type of coalescence.
相似文献19.
Experimental investigation of shear strength of sands with inherent fabric anisotropy 总被引：2，自引：1，他引：1
Loading direction-dependent strength of sand has been traditionally characterized in the principal stress space as a direct extension of the Mohr–Coulomb criterion. A recent study found that it is more appropriate to define anisotropic strength of sand on failure/shear planes, but this proposition has only been demonstrated with discrete element method (DEM) simulations. The present study experimentally investigates anisotropic shear strength of sands in this new framework. Three granular materials with distinct grain characteristics ranging from smooth and rounded particles to flaky and angular particles are tested with the bedding plane inclination angle ψ b varying over the full range of 0°–180°. The main objective is to study how the peak friction angle ? p of sand is affected by the ψ b angle and how the ψ b–? p relationship evolves with the change of characteristics of constituent sand particles. We find that the general trend of ψ b–? p curves for real sands resembles what was predicted by DEM in a previous study, whereas rich anisotropic strength behavior is revealed by the laboratory data. The effects of normal stress and initial density, as well as shear dilation behavior at different shear directions, are also studied. 相似文献
20.
The variation of the shear strength of infilled rock joints under cyclic loading and constant normal stiffness conditions is studied. To simulate the joints, triangular asperities inclined at angles of 9.5° and 18.5° to the shear movement were cast using high-strength gypsum plaster and infilled with clayey sand. These joints were sheared cyclically under constant normal stiffness conditions. It was found that, for a particular normal stiffness, the shear strength is a function of the initial normal stress, initial asperity angle, joint surface friction angle, infill thickness, infill friction angle, loading direction and number of loading cycles. Based on the experimental results, a mathematical model is proposed to evaluate the shear strength of infilled rock joints in cyclic loading conditions. The proposed model takes into consideration different initial asperity angles, initial normal stresses and ratios of infill thickness to asperity height. 相似文献