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1.
基于相似理论,开展了4组桩网结构路基大比例动态模型试验,测试了循环荷载下桩网结构路基的动力响应指标,研究了降雨前、后加载力、加载频率以及循环加载次数对路基的动力响应、桩土荷载分担以及垫层格栅应变的影响。结果表明,降雨后路基动应力和动加速度均会增大,并且在基床内部增速较快,而路堤下部其增长基本趋于稳定;循环加载期间桩土应力比缓慢增大,其受降雨影响敏感,雨后降幅可达56.4%～79.5%;循环加载完成后垫层格栅应变增大,其横向分布特征基本保持不变;土拱形成后路基填高继续增加,路基宽度范围内4桩中心格栅应变增幅较大,峰值出现在边坡中心和路基中心附近,横向分布呈“W”型;两桩中心的格栅应变由路基中心向坡脚处呈“台阶”型递增,而路基宽度与边坡范围的格栅应变差距不断缩小。 相似文献
2.
This paper presents the results of a physical model study of the performance of landfill clay cover liners subjected to extended freezing periods. Three proposed designs for a prototype cover liner were evaluated with a primary objective being the determination of frost penetration resulting from the sub-freezing temperatures imposed as an upper boundary condition to the model. The ultimate performance of the three liner designs were compared on the basis of frost penetration, leakage through the liner, and frost heave. The observed depth of frost penetration was compared to that predicted using a simplified analytical solution of the thermodynamic problem, in addition to measured field behavior.
The laboratory experiment utilizes a 1.8 m2 tank, of ca 2.1 m depth. The tank is loaded with clay to the specifications required for landfill liners. Three different landfill cover liner designs were modeled in the experimental tank. The performance of the three designs, as measured by a variety of observations, were compared. Frost heave was measured for each design and was found to vary between 3.8 and 4.3 cm. The results indicate the depth of frost penetration was similar for all designs tested (29.2–31.7 cm), although the design which included a soil drainage layer had superior leakage performance. 相似文献
3.
According to the theory of elastic mechanics half plane, the mechanical model of roof overburden failure is established. Based on the numerical simulation software FLAC3D, the failure process of roof overburden in 1308 working face is numerically simulated according to the orthogonal experimental design scheme. Matrix analysis and variance analysis are used to analyze and calculate the simulation results to determine the sensitivity of the main control factors to the failure height of overlying rock of mining roof. The results show that: (1) with the increase of mining depth and the advancing distance of working face, the subsidence of roof overburden increases. (2) The order of influence of main controlling factors on roof overburden failure height is: mining depth > working face length > internal friction angle > mining thickness > coal seam dip angle > cohesion > tensile strength. (3) Variance analysis showed that the mining depth height was significant, the working face length and internal friction angle were significant, and the significance of working face length was slightly greater than that of internal friction angle, and other factors were not significant.
相似文献4.
Scott D. Reynolds Scott D. Mildren Richard R. Hillis Jeremy J. Meyer 《Tectonophysics》2006,415(1-4):123-140
The magnitude of the in situ stresses in the Cooper–Eromanga Basins have been determined using an extensive petroleum exploration database from over 40 years of drilling. The magnitude of the vertical stress (Sv) was calculated based on density and velocity checkshot data in 24 wells. Upper and lower bound values of the vertical stress magnitude are approximated by Sv = (14.39 × Z)1.12 and Sv = (11.67 × Z)1.15 functions respectively (where Z is depth in km and Sv is in MPa). Leak-off test data from the two basins constrain the lower bound estimate for the minimum horizontal stress (Shmin) magnitude to 15.5 MPa/km. Closure pressures from a large number of minifrac tests indicate considerable scatter in the minimum horizontal stress magnitude, with values approaching the magnitude of the vertical stress in some areas. The magnitude of the maximum horizontal stress (SHmax) was constrained by the frictional limits to stress beyond which faulting occurs and by the presence of drilling-induced tensile fractures in some wells. The maximum horizontal stress magnitude can only be loosely constrained regionally using frictional limits, due to the variability of both the minimum horizontal stress and vertical stress estimates. However, the maximum horizontal stress and thus the full stress tensor can be better constrained at individual well locations, as demonstrated in Bulyeroo-1 and Dullingari North-8, where the necessary data (i.e. image logs, minifrac tests and density logs) are available. The stress magnitudes determined indicate a predominantly strike-slip fault stress regime (SHmax > Sv > Shmin) at a depth of between 1 and 3 km in the Cooper–Eromanga Basins. However, some areas of the basin are transitional between strike-slip and reverse fault stress regimes (SHmax > Sv ≈ Shmin). Large differential stresses in the Cooper–Eromanga Basins indicate a high upper crustal strength for the region, consistent with other intraplate regions. We propose that the in situ stress field in the Cooper–Eromanga Basins is a direct result of the complex interaction of tectonic stresses from the convergent plate boundaries surrounding the Indo-Australian plate that are transmitted into the center of the plate through a high-strength upper crust. 相似文献
5.
在对半挖半填路堤病害及成因分析的基础上,分析了加筋路堤格栅工作机制。通过现场试验,对采用格栅加筋法处理的路堤挖填交界区域进行了原位观测,观测了路堤填土完成时路面沉降、竖向土压力及格栅变形情况。通过建立有限元分析模型,对路堤填筑完成时格栅的拉力及位移进行了分析,并对不同路面荷载和格栅刚度条件下,格栅的拉力与位移进行了计算。结果表明：路堤挖填交界处铺设格栅后,路面局部差异沉降较小。填方区域格栅底部土压力与填土自重应力相当,格栅存在有效加筋长度,在挖填交界面附近产生较大变形和拉力。上层格栅比下层格栅沉降曲线平缓,下层格栅的拉力在交界区域会陡然增大。路面荷载对格栅拉力和位移有一定影响,随埋深增加影响减小,格栅的竖向位移随着荷载增大略有增大,格栅在挖填交界面附近拉力增大。随格栅刚度增大,其拉力也增大,而位移变化很小。 相似文献
6.
采用桩-网加固拓宽路堤时,土拱效应对于分析新老路堤应力分布和差异沉降有至关重要的作用。依托某高速公路路堤拓宽项目对土拱效应进行研究,对试验段新路堤填筑过程及运营时基底桩及桩间土不同位置处土压力、加筋层拉应变进行监测,得到二维平面土拱效应的变化规律,并利用已有土拱效应计算方法对现场实测结果进行对比验证。结果表明,平面土拱作用范围在一定高度范围内,试验段约为2.0 m,即拱高、拱跨之比约为1.4,与英国规范BS8006[1]相近;按Guido法[2]与BS8006法[3]进行土工格栅的设计均过于保守,除Guido法以外,几种方法均低估桩间地基土的承担荷载贡献。因此,需在理论上作进一步研究。 相似文献
7.
土工格栅加筋垫层加固软土地基模型试验分析 总被引：10，自引：2，他引：8
基于压缩、剪切、拉拔、抗拉试验结果分析了土工格栅加筋土的力学特性。通过室内模型试验研究了加土工格栅和不加土工格栅地基土的侧向位移和竖向位移随深度的变化规律、位移场、应力场、应变场。结果表明,土工格栅加筋垫层能有效地改变和阻止塑性区的形成和发展,对下卧软土地基起到扩散应力、均化应力的作用,控制软土地基塑性变形,增强地基延性和刚度,有效地控制地基竖向位移和侧向位移,增强地基的抗剪强度,增强整个地基的稳定性,提高了加筋土体的承载能力,为实际工程应用提供了可靠的理论依据。 相似文献
8.
Jason Timmons Young Min Cho Timothy Townsend Nicole Berge Debra Reinhart 《Geotechnical and Geological Engineering》2012,30(1):95-105
Commercially available hydraulic total overburden pressure cells were installed in the sand drainage layer of a municipal
solid waste landfill and monitored for a period of 3,110 days. Both overburden pressure and temperature were measured in the
landfill as it was filled with compacted waste. Topographic surveys of the landfill were periodically conducted to measure
the height of waste above the pressure cells and to determine the landfill volume for indirect unit weight estimation. The
average ratio of measured to theoretically-predicted overburden pressure was 0.6, indicating that on average the pressure
cells underestimated the load. The overburden pressure measured near the toe of the landfill was greater than that predicted
by the unit weight of landfilled material, while most of the overburden pressure measurements further inside the landfill
were less than predicted. Several possible causes for this phenomenon are discussed, including the uneven distribution of
forces resulting from the heterogeneous nature of the waste and cover soil. The earth pressure cells were capable of detecting
the placement of individual waste lifts. 相似文献
9.
G. Klee A. Bunger G. Meyer F. Rummel B. Shen 《Rock Mechanics and Rock Engineering》2011,44(5):531-540
The development of Hot-Dry Rock (HDR) geothermal energy in Australia with drillings to some kilometres depth yields an impetus
for deep stress logging. For the Olympic Dam HDR-project, borehole Blanche-1 was drilled to almost 2 km depth and provided
the possibility to estimate the in situ stresses within the granitic borehole section by the analysis of borehole breakouts
and core discing, as well as by hydraulic fracturing combined with acoustic borehole televiewer logging for fracture orientation
determination. Although the stress magnitudes derived by the different methods deviate significantly, they clearly indicate
for the depth range between 800 and 1,740 m a compressional stress regime of S
v ≤ S
h < S
H and a consistent East–West orientation of maximum horizontal compression in agreement with existing stress data for Australia.
The minor horizontal stress S
h derived from the hydraulic fracturing closure pressure values is about equal to the overburden stress and may be regarded
as most reliable. 相似文献
10.
Determination of three-dimensional in situ stresses from anelastic strain recovery measurement of cores at great depth 总被引：5，自引：0，他引：5
In order to examine whether the anelastic strain recovery (ASR) method can be applied for determining the in situ stress in hard rocks at great depths, the anelastic strain recovery of oriented cores was measured in six independent directions. The core specimens were taken from four depths within the range of about 2400–4500 m MD at the METI Niitsu well in Japan; the rock materials were mudstone, dolerite, basalt and andesite. For all the rocks the expansional anelastic strains were obtained, the magnitude of the strains in various directions continuously measured for 1 or 2 weeks was of the order of 1000 × 10− 6 in mudstone; in contrast, strains of the other cores did not exceed a few hundred microstrains. These strains were used for a three-dimensional analysis of the principal in situ stresses. At the third depth, the principal stress directions were considered to be affected by fractures pre-existing near the core, and showed the features of a very local stress state. With the exception of this data, the directions determined by the ASR method were in agreement with those determined using other in situ measurement methods. Based on two assumptions, i.e., (i) the rock stress in vertical direction is equal to density-related gravitational overburden stress, (ii) the ratio of anelastic strain recovery compliance of shear deformation mode and the compliance of volumetric deformation mode is equal to 2, the values of the three principal stresses were estimated. The values of the minimum principal stress in the plane perpendicular to the well axis determined in this study were in agreement with those determined based on extended leak-off tests (ELOT or XLOT) conducted at the same well. Therefore, it can be said that the ASR method is well suited for use in directly determining the directions of principal in situ stresses in three dimensions and in estimating the magnitude of the stresses in isotropic rocks at great depths, such as those encountered when drilling deep into a submarine seismogenic zone. 相似文献
11.
Use of the Boussinesq Equation for Determining the Distribution of Stress Within a Diametrical Point Load Test 总被引：1，自引：0，他引：1
Summary The maximum tensile stress at failure for a dry specimen, as determined by the Boussinesq equation for the diametrical point
load test, was found to be in very good agreement with the diametrical point load tensile strength (Is) as defined by ISRM (1985). The force at failure for specimens of different geometry was used to determine the stress distribution
along the line of loading. Distinctive tensile stress gradients dominate almost 84 percent of the specimen radius regardless
of the size of the specimen. The maximum tensile stress is located away from the centre of the specimen at a distance approximately
76 percent along the specimen radius, measured from the centre. The stress magnitude at the centre of the specimen is small
and represents about 13 percent of the maximum tensile stress calculated, which suggests that the initiation of the fracture
is not from the specimen centre. At the zone of contact between the specimen and the loading cones there exists great compressive
stress in areas where much material destruction occurs under the loading platen cones. The value of this compressive stress
varies from specimen to specimen and, for the material used in these experiments (Oolitic limestone), ranges from 5.3 to 7.2
times the dry unconfined compressive strength of the material. According to the ISRM Suggested Method for Point Load Test,
Is
(50) is approximately 0.8 times the uniaxial tensile strength. The maximum tensile stress revealed by the Boussinesq equation
(Bs) was correlated with Is
(50) and found to be in the order of 0.9 times the uniaxial tensile strength. 相似文献
12.
钻杆式水压致裂原地应力测试系统的柔性会影响最大水平主应力的计算精度。利用空心岩柱液压致裂试验获得的岩石抗拉强度来取代重张压力计算最大水平主应力是降低钻杆式测试系统柔性的负面影响的重要途径。在福建某隧道深度为65 m的钻孔内开展了8段的高质量水压致裂原地应力测试,随后利用钻孔所揭露的完整岩芯开展了17个岩样的空心岩柱液压致裂试验。利用空心岩柱液压致裂所得的抗拉强度平均值为8.40 MPa,与经典水压致裂法确定的岩体抗拉强度8.22 MPa接近。对于20 m的范围内8个测段的原地应力量值,最小水平主应力平均值为8.41 MPa,基于重张压力Pr的最大水平主应力平均值为16.70 MPa;基于空心岩柱抗拉强度的最大水平主应力量值平均值为16.88 MPa,两种方法获得的最大水平主应力平均值基本一致。最大最小水平主应力与垂直主应力之间的关系表现为σH > σV > σh,这种应力状态有利于区域走滑断层活动。通过对比分析可知,对于钻杆式水压致裂原地应力测试系统,当测试深度小且测试系统柔性小时,基于重张压力和基于空心岩柱抗拉强度得到的最大水平主应力量值差别不大,这说明基于空心岩柱的岩石抗拉强度完全可以用于水压致裂最大水平主应力的计算,同时基于微小系统柔性的水压致裂测试系统获得的现场岩体强度也是可靠的。 相似文献
13.
建立系列模拟实验研究了冻融作用对垃圾填埋场防渗层防渗和去污性能的影响。实验结果表明：冻融作用对垃圾填埋场防渗层有一定的破坏作用,对渗透系数和污染物的去除能力均有重要影响;冻融前的渗透系数均低于国家标准（1.0×10-7 cm/s）,冻融后防渗层的渗透系数增加2～6倍;防渗层对COD、Cl-和NH+4的去除率分别从冻融前的68.6%、31.6％和70.5％变为86.2%、18.2％和23.0％。 相似文献
14.
通过对塑料土工格栅在低温条件下的拉伸试验,得到拉伸屈服力、屈服伸长率、不同伸长率对应的拉伸力等数据,试验数据分析表明：（1）塑料土工格栅在低温状态下抗拉伸能力明显提高;（2）低温条件下,塑料土工格栅肋条截面积越大,拉伸力随温度降低而提高的幅度越大,屈服伸长率随温度的降低而下降的趋势越明显;反之,拉伸力受温度降低的影响逐渐减弱,屈服伸长率受温度降低的影响越小;（3）塑料土工格栅冻融循环后,与未冻融试样对照,拉伸特性没有降低。 相似文献
15.
淮南矿区地应力场特征 总被引：3，自引：0，他引：3
利用空心包体地应力测量方法对淮南矿区的地应力进行了实测,获得了矿区的地应力场分布特征。研究表明,所有测点的两个主应力近水平,一个主应力近垂直。垂直主应力与上覆岩体的重力具有良好的相关性;水平主应力随深度的增加而增加,不同区域增加的梯度不同;最大水平主应力与最小水平主应力的比值与测点深度没有明显的关系,50%以上测点的水平主应力差异显著;最大水平主应力作用方位为北东向,局部受构造等影响,水平主应力发生变化。总体上,淮南矿区受北东向的挤压应力作用。根据3个主应力量值的关系,确定淮南矿区地应力场类型属大地动力场型和准静水应力场型。地应力场的以上特征对淮南矿区煤与瓦斯突出的发生具有重要作用,提出了在进行瓦斯抽放钻孔参数设计时应考虑地应力场特征的建议。 相似文献
16.
崖腔型悬崖破坏,是一种崩塌地质灾害,对线路工程与居住环境的安全性必须进行评估。假设张应力呈线性三角形分布,提出了一种评估崖腔型悬崖体稳定性的估算方法:首先计算张力矩,应用张力矩与压力矩相等的力矩平衡原理,计算出张力面上的总张力,然后按张力线性分布原理求出最大张应力。崖腔型悬崖的破坏是顶部最大张应力拉裂岩石而发生的。所以稳定系数定义为抗拉强度与最大张应力之比,用以评价崖腔型悬崖的稳定性。用算例讨论了影响崖腔型悬崖张应力大小的因素:悬崖体厚度H、岩石容重γ与崖腔深度L,分析了它们对不同厚度岩体与不同崖腔深度条件下最大张应力变化与破坏的一般变化规律,以及节理裂隙发育程度对岩体抗拉强度的影响,并提出了相关建议。算例表明本方法与悬臂梁的弹性力学解方法结果相差很大,证明弹性力学解对“深梁”型悬崖是不适用的。 相似文献
17.
雪峰山深孔水压致裂地应力测量及其意义 总被引：5，自引：5，他引：0
利用最新研制的深孔水压致裂地应力测量设备在雪峰山2000 m科钻先导孔内开展了原地应力测量,在孔深170~2021 m范围内获得了16个测段的有效地应力测量数据,是国内首次利用水压致裂法获得的孔深超过2000 m深度的原地应力测量成果。测量结果表明,地应力随孔深增加而逐渐加大,对实测数据进行线性回归,得到最大和最小水平主应力随深度变化的关系分别为:SH=0.03328H+5.25408,Sh=0.0203H+4.5662,在孔深2021 m深度,其实测值分别为66.31 MPa和43.33 MPa。基于实测数据,结合钻孔成像测试和井温测试结果,对测点应力状态进行了综合分析。在170~800 m深度范围,三向主应力关系为SH > Sh > Sv,有利于逆断层活动;孔深1000~2021 m表现为SH > Sv > Sh,表明该区域深部应力结构属于走滑型。最大水平主应力方向为北西-北西西方向。基于实测地应力数据及莫尔-库伦破裂准则,对测区附近断层活动性进行了分析讨论,认为该区域断层处于稳定状态。 相似文献
18.
19.
Mihnea Corneliu Oncescu 《Tectonophysics》1986,126(2-4)
Simple spectral theory of seismic sources was used to determine source parameters directly related to medium properties (stress drop, seismic efficiency and fracture energy) and quality factors of the Vrancea (Romania) seismic region. The results show an increase in maximum static stress drop, maximum seismic efficiency and fracture energy with depth. The seismic efficiency is magnitude independent, but the stress drop is magnitude independent only for events with ML > 3.8; below this value, the logarithm of stress drop increases quasi-linearly with magnitude. In the depth interval 50–160 km the stress drop increases with a slope of about 2–3 bar/km. The fracture energy per unit area of the fault has values of the order of 105–108 erg/cm2.The frequency independent quality factors indicate that the attenuation of P waves is generally higher than that of S waves and that Qp values are in agreement with recent tectonic models for the Vrancea region: total decoupling of the slab now sinking gravitationally is present only in the southwestern part of the Vrancea region, as suggested by the spatial position of intermediate depth hypocenters. 相似文献
20.
Three-dimensional discrete element method (DEM) was employed in this study to analyze the behavior of single geogrid-encased stone columns under unconfined compression. Four important parameters were investigated to understand and evaluate their effects on the behavior of the encased columns by seven DEM models. The biaxial geogrid used as an encasement material for stone columns was simulated using parallel-bonded particles, and the aggregate in the stone column was simulated using graded particles. Both the macroscopic responses (e.g., vertical pressure–strain curves) and the microscopic interactions (e.g., contact force, coordination number, and sliding fraction) of the columns under unconfined compression were analyzed and are presented in this paper. The numerical results show that the geogrid encasement with high tensile stiffness could provide high confining stresses and then effectively increased the bearing capacity of the column. The short column yielded quickly even though its column modulus at a small deformation was relatively high. The modulus of the column slightly decreased with an increase in the column diameter due to high circumferential strains mobilized in the geogrid encasement. The column with large aggregate was stiffer and deformed less than the column with small aggregate. Selecting aggregate with a size larger than the geogrid aperture size was an effective way to achieve better interlocking between the aggregate and the geogrid and to minimize mass loss for the geogrid-encased stone column under loading. Due to limited deformation allowed by the geogrid encasement, a coefficient of radial stress equal to half of the coefficient of passive earth pressure was suggested to estimate the ultimate bearing capacity of the geosynthetic-encased stone column. 相似文献