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地应力对地下工程安全施工及长期稳定性是极其重要的。运用声发射法、非弹性恢复(ASR)法、水压致裂法对三山岛金矿西岭矿区2 005 m竖井工程勘察区域进行地应力测量,获取了其地应力分布规律及其异常区域,并分析了不同地应力测试方法的测试原理、适用条件及测试结果的差异性。结果表明：不同埋深水平最大主应力始终为第一主应力;当埋深增加到一定程度后,第二主应力发生转换,由最小水平主应力转变为垂直主应力;声发射法测量结果表明,第三主应力Kaiser效应点与ASR法、水压致裂法测试结果存在较大差异;分析了σH/σv、σh/σv、σH/σh随埋深的变化趋势(σH为水平最大主应力,σh为水平最小主应力,σv为垂直主应力),并对测试区域地应力异常区域进行了圈定。上述分析为竖井的设计、施工及长期稳定性提供了有效的数据支撑。 相似文献
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青藏高原东北缘牛首山-罗山断裂带新生代构造变形与演化 总被引：1，自引：0，他引：1
牛首山-罗山断裂带分隔了青藏高原东北缘和鄂尔多斯地块两大构造单元,是青藏高原东北缘最外缘的一条断裂带。通过断裂带内详细的构造变形测量,结合区域构造分析与筛分,获得新生代4期构造应力场。通过年代学的初步研究,提出牛首山-罗山断裂带新生代构造演化序列,即：始新世末-渐新世近N S向挤压逆冲变形、中新世晚期-上新世NWSE向挤压与左行走滑活动、上新世末-中更新世NNESSW向挤压与右行走滑活动、晚更新世以来近E W向挤压与伸展构造。其中强烈的构造变形起始于中新世晚期,表明青藏高原东北缘的边界扩展在中新世晚期已经到达该断裂带。研究结果表明,牛首山-罗山断裂带在不同阶段的构造演化过程与印度欧亚大陆碰撞及青藏高原隆升过程密切相关,同时记录了青藏高原东北缘向外侧扩展和鄂尔多斯地块新生代构造转换的构造过程。 相似文献
4.
青藏高原东北缘古近纪—新近纪地层的精确时代和高原隆升扩展何时影响到东北缘地区一直是地质学家争论的焦点。此次以青藏高原东北缘隆德观音店剖面为研究对象,采用碎屑锆石U-Pb测年方法,结合区域古生物化石鉴定、古地磁测年结果,针对上述两个问题提出了新的认识。测试分析发现,青藏高原东北缘古近系清水营组上部碎屑锆石年龄序列中最年轻的峰值为17.8 Ma,研究得出如下两个认识:清水营组的沉积时代应归属于晚渐新世—早中新世,区域上具有穿时性;青藏高原隆升向东北方向的扩展推挤作用在早中新世时期就开始影响到了海原-六盘山断裂带以西地区,区域上构造-沉积-气候之间具有协同演化的耦合关系。这一研究成果为青藏高原隆升向东推挤扩展影响到东北缘地区的起始时限提供了新的时间标尺。 相似文献
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根据全区共轭节理测量数据求得矿区主应力轴方位和主应力值，进而用数学模拟方法模拟矿区构造应力场，并用构造岩岩组辅助判定含矿断裂性质。根据上述资料，认为矿区的ＮＥ向基底断裂为主逆钟向压剪性断裂，ＮＷ向基底断裂为顺钟向张剪性断裂，ＳＮ向的含矿断裂为逆钟向剪姓或张剪姓裂面，应力梯度带是深部找矿的有利部位。 相似文献
7.
《地质通报》2020,(7)
鄂尔多斯地块西南缘新构造活动强烈、地震频发,具有复杂多样的构造变形模式和活动特征。为了解鄂尔多斯地块西南缘地壳浅部地应力分布规律及断层稳定性,利用宁夏固原地区的水压致裂地应力测量数据,结合其他实测及震源机制解资料,分析了鄂尔多斯地块西南缘构造应力场特征。结果表明:①研究区2个钻孔的主应力关系整体表现为SHSvSh,水平应力起主导作用,属于走滑型应力状态,钻孔附近最大水平主应力方位平均为N59°W,与震源机制解获得的青藏高原东北缘主压应力方位有差异,推断鄂尔多斯地块西南缘现今NWW向走滑剪切应力环境的形成可能主要受到海原断裂带和六盘山断裂带的影响,应为局部构造和区域构造应力场共同作用的结果。②利用Mohr-Coulomb准则及Byerlee定律,摩擦系数取0.6～1.0,对研究区的现今地应力状态分析后发现,鄂尔多斯地块西南缘海原断裂带和六盘山断裂带的地应力大小未达到地壳浅部断层产生滑动失稳的临界条件,处于较稳定的应力状态。该研究成果为鄂尔多斯地块关键构造部位的断裂活动性分析和地质环境安全评价提供了参考依据。 相似文献
8.
青藏高原东北缘作为响应东亚季风边缘区环境变化的理想场所,其丰富的沉积记录可反映详细的环境变化过程.重点对近30年来青藏高原东北缘沉积与环境演化研究中的年代学、环境代用指标、环境演化过程及区域一致性等方面的主要研究进展进行总结.青藏高原东北缘环境研究中粒度、磁化率、碳酸盐含量和以总有机碳、常微量元素为主的地球化学指标是最常用的研究手段;综合区域晚更新世以来沉积环境研究结果,将高原东北缘环境演化过程分成5个阶段,即在东亚季风和西风环流的共同影响下经历了温暖湿润—寒冷干燥—温暖偏湿—偏冷干燥转温凉偏湿—相对温湿转相对冷干的发展阶段;而青藏高原东北缘气候记录与亚洲区域及全球记录对比结果显示具有区域性,其主要因素可能是北半球太阳辐射变化的驱动所导致的高纬度温度和冰量变化以及北大西洋温盐环流的影响;青藏高原东北缘晚更新世可能存在两期大范围的高湖面,分别在MIS 3和MIS 5阶段,其时间的差异显示从高原内部向东北方向高湖面出现的时间逐渐变年轻,可能反映了高原东北缘构造与环境变化的响应.综合认为,未来青藏高原东北缘环境研究重点可从高分辨率沉积序列的建立、高湖面时间的确立以及更精确的环境代用指标应用等方面进一步深入研究,以期获得更高分辨的环境变化信息. 相似文献
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通过对西秦岭北缘漳县地区渐新统—中新统含盐红层地层与下伏造山带地层之间的角度不整合及其之上的砾岩、地层序列、沉积旋回等特征研究,提出了该角度不整合为伸展型角度不整合的认识。该伸展型角度不整合的存在指示了西秦岭北缘漳县渐新统—中新统含盐红层盆地具有伸展断陷盆地的属性,意味着在渐新世—中新世漳县含盐盆地形成和沉积充填时期,青藏高原东北缘(至少西秦岭北缘)一直处于伸展构造环境。这与印度板块与欧亚板块碰撞汇聚动力学作用向东北缘扩展形成的以挤压缩短和隆升为主的构造环境不协调,也就是说,青藏高原东北缘在渐新世—中新世可能尚未卷入现今青藏高原构造系统。 相似文献
11.
M. Cai 《Rock Mechanics and Rock Engineering》2010,43(2):167-184
By applying the Griffith stress criterion of brittle failure, one can find that the uniaxial compressive strength (σc) of rocks is eight times the value of the uniaxial tensile strength (σt). The Griffith strength ratio is smaller than what is normally measured for rocks, even with the consideration of crack closure.
The reason is that Griffith’s theories address only the initiation of failure. Under tensile conditions, the crack propagation
is unstable so that the tensile crack propagation stress (σcd)t and the peak tensile strength σt are almost identical to the tensile crack initiation stress (σci)t. On the other hand, the crack growth after crack initiation is stable under a predominantly compressive condition. Additional
loading is required in compression to bring the stress from the crack initiation stress σci to the peak strength σc. It is proposed to estimate the tensile strength of strong brittle rocks from the strength ratio of
R = \fracs\textc | s\textt | = 8\fracs\textc s\textci . R = {\frac{{\sigma_{\text{c}} }}{{\left| {\sigma_{\text{t}} } \right|}}} = 8{\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}}. The term
\fracs\textc s\textci {\frac{{\sigma_{\text{c}} }}{{\sigma_{\text{ci}} }}} accounts for the difference of crack growth or propagation in tension and compression in uniaxial compression tests.
\fracsc sci {\frac{{\sigma_{c} }}{{\sigma_{ci} }}} depends on rock heterogeneity and is larger for coarse grained rocks than for fine grained rocks. σci can be obtained from volumetric strain measurement or acoustic emission (AE) monitoring. With the strength ratio R determined, the tensile strength can be indirectly obtained from
| s\textt | = \fracs\textc R = \fracs\textci 8. \left| {\sigma_{\text{t}} } \right| = {\frac{{\sigma_{\text{c}} }}{R}} = {\frac{{\sigma_{\text{ci}} }}{8}}. It is found that the predicted tensile strengths using this method are in good agreement with test data. Finally, a practical
estimate of the Hoek–Brown strength parameter m
i is presented and a bi-segmental or multi-segmental representation of the Hoek–Brown strength envelope is suggested for some
brittle rocks. In this fashion, the rock strength parameters like σt and m
i, which require specialty tests such as direct tensile (or Brazilian) and triaxial compression tests for their determination,
can be reasonably estimated from uniaxial compression tests. 相似文献
12.
Memory Effects in Rock Salt Under Triaxial Stress State and Their Use for Stress Measurement in a Rock Mass 总被引：3，自引：0，他引：3
Y. L. Filimonov A. V. Lavrov Y. M. Shafarenko V. L. Shkuratnik 《Rock Mechanics and Rock Engineering》2001,34(4):275-291
Summary
Regularities of memory effects in rock salt specimens under triaxial stress state were investigated. Each specimen was subjected
to two loading cycles. The first cycle was axisymmetric triaxial compression (σ1 >σ2=σ3). The second cycle was uniaxial compression in the direction of σ1 of the first cycle. Distinct acoustic emission (AE) and deformation memory effects were observed in the second cycle at the
stress value equal to a linear combination of the first cycle principal stresses given by σ1− (k + 1) σ3, where k is about 0.5–0.6 for rock salt. Anomalies in deformation curves were found to be more reliable than the AE methods in distinguishing
memory symptoms. The necessary pre-requisite for memory formation in the first cycle was that σ1 exceeded the elastic limit, corresponding to the given confining stress σ3. Inflections in uniaxial stress versus axial strain and lateral strain curves, in the second cycle, were observed at equal
stress values if in the first cycle σ1 exceeded the elastic limit and memory-forming damage was induced. If there was no memory-forming damage, those inflections
were seen at different stress values. This characteristic was used to distinguish between true memory effects and natural
characteristic points in deformation curves derived from rock salt testing. A new memory symptom was established, namely a
turn point in curve “uniaxial stress versus differential coefficient of lateral strains”. The results form a basis for application
of the memory effects for stress measurement in rock salt masses. 相似文献
13.
T. M. Will 《Mineralogy and Petrology》2001,72(1-3):229-247
Summary Geometric data of fault planes and fault plane lineations, together with the observed sense of shear on the slip planes,
were used to calculate paleostress tensors and fields responsible for the post metamorphic peak D3 and D4 deformation events
in the four Odenwald units sensu Krohe (1991). The paleostress fields were calculated using the method of Will and Powell (1991). As inferred from the paleostress analysis, the D3 strike-slip deformation west of the Otzberg fault zone was caused
by a, ± N-S directed, compressional regional stress field, with shallowly plunging σ1 axes and σ3 directions that plunge at shallow to moderate angles to the E or W; the calculated mean orientations are: σ1 06 → 350, σ2 77 → 234 and σ3 12 → 085. The B?llsteiner Odenwald east of the Otzberg fault zone was not affected by this stress field. This implies that
the Bergstr?sser and B?llsteiner Odenwald were spatially separated and formed independent crustal blocks during D3. The D4
faulting event is recognised in all areas investigated, even though most prominently in units III and IV, and juxtaposed the
Bergstr?sser and B?llsteiner Odenwald. This faulting episode was caused by a paleostress field with a steeply westerly plunging
σ1 axis and a shallowly southsoutheasterly plunging σ3 axis. The orientations of the principal stresses are: σ1 52 → 270, σ2 38 → 085 and σ3 06 → 174. With continued deformation from D3 to D4, there was a progressive change in the orientation of the stress field
indicating a change from a N-S compressional to extensional stress field, accompanied by the progressive development of strike-slip
faults and late normal faults. Paleostress field orientations in the Pfalz Forest, SW of the Odenwald, determined by Fl?ttmann and Oncken (1992) are very similar to those obtained for the Odenwald region and indicate a regionally consistent stress pattern in
the southwestern part of the Mid-German Crystalline Rise (MGCR) during strike-slip and normal faulting deformations.
Received July 8, 1999; revised version accepted March 28, 2000 相似文献
Zusammenfassung Paleostress-Tensor Analyse sp?ter Deformationsereignisse im Odenwald-Kristallin und ein Vergleich mit anderen Einheiten der Mitteldeutschen Kristallinzone, Deutschland Für die vier Odenwald-Einheiten im Sinne von Krohe (1991) wurden Pal?ostressfelder für die Blattverschiebungs- und Abschiebungsereignisse D3 und D4 mit der Methode von Will und Powell (1991) berechnet. Die Analyse ergibt, da? das regionale Spannungsfeld, das westlich der Otzberg-Zone im Bergstr?sser Odenwald zum D3-Ereignis führte, ein ± N-S gerichtetes kompressives Stresssfeld war. Die σ1-Achse f?llt flach nach N bzw. S ein, die σ3-Achse mit kleinen bis moderaten Winkeln nach E bzw. W; die berechneten Orientierungen der Hauptspannungsrichtungen sind: σ1 08 → 350, σ2 77 → 234 and σ3 12 → 085. Der B?llsteiner Odenwald, ?stlich der Otzberg-Zone, wurde von diesem Spannungsfeld nicht erfa?t. Dies impliziert, da? Bergstr?sser und B?llsteiner Odenwald w?hrend des D3-Ereignisses voneinander getrennt waren und separate Krusteneinheiten darstellten. Auswirkungen der D4-Deformation k?nnen im gesamten Untersuchungsgebiet erkannt werden, am st?rksten jedoch in den Einheiten III und IV. Dieses Ereignis wurde von einem Pal?ostressfeld mit einer steil nach W einfallenden σ1- und einer flach nach SSE einfallenden σ3-Achse verursacht und führte zum Zusammenschlu? von Bergstr?sser und B?llsteiner Odenwald. Die berechneten Orientierungen der Hauptspannungsrichtungen sind: σ1 52 → 270, σ2 38 → 085 und σ3 06 → 174. Die Rotation der Hauptspannungsrichtungen war mit einer ?nderung von einem kompressionalen N-S gerichteten (D3) hin zu einem extensionalen (D4) Stressfeld verbunden. Die erzielten Ergebnisse sind sehr ?hnlich mit Resultaten, die Fl?ttmann und Oncken (1992) im Pf?lzer Wald ermittelten. Dies weist auf ein regional übereinstimmendes Spannungsfeld im SW-Teil der Mitteldeutschen Kristallinzone hin.
Received July 8, 1999; revised version accepted March 28, 2000 相似文献
14.
In this paper an experimental study was planned on rock mass model with three joint sets under triaxial and true-triaxial
stress states to assess the influence of joint geometry and stress ratios on deformational behaviour of rock mass. The physical
models were composed of three continuous orthogonal joint sets in which joint set-I was inclined at angle θ=0°, 20°, 40°,
60°, 80° and 90° with x-axis, joint set-II was produced at staggering s=0.5 and joint set-III was kept always vertical. Thus, rock mass models with medium interlocked smooth joints (ϕ
j
=36.8°) were simulated under true triaxial compression (σ1>σ2>σ3). Modulus of rock mass shows anisotropy with joint inclination θ which diminishes with increase in σ2/σ3 ratio. The rock mass at θ=60° shows the highest modulus enhancement (599.9%) whereas it is minimum (32.3%) at θ=90°. Further
two empirical expressions for estimation of deformation modulus were suggested based on experimental results, which were developed
by incorporating two basic concepts, e.g. Janbu’s coefficients and joint factor, J
f. 相似文献
15.
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
16.
17.
The Shear Behavior of Bedding Planes of Weakness Between Two Different Rock Types with High Strength Difference 总被引：4，自引：2，他引：2
A. H. Ghazvinian A. Taghichian Mahmoud Hashemi S. A. Mar’ashi 《Rock Mechanics and Rock Engineering》2010,43(1):69-87
In this article, the shear behavior of discontinuities caused by bedding planes of weakness between two different rock types
with high strength difference is investigated. The effect of roughness and compressive strength of joint wall in such discontinuities
are studied. The designed profiles consist of two regular and three irregular artificial joints molded by three types of plaster
mortars with different uniaxial compressive strengths. Firstly, it is demonstrated that the shear behavior of discontinuities
with different joint wall compressive strengths (JCS) is different from rock joints with identical wall compressive strengths
by showing that Barton’s empirical criterion is not appropriate for the former discontinuities. After that, some correlation
equations are proposed between the joint roughness coefficient (JRC) parameter and some surface statistical/fractal parameters,
and the normal stress range of Barton’s strength criterion is also modified to be used for such discontinuities. Then, a new
empirical criterion is proposed for these discontinuities in such a way that a rational function is used instead of JRC log10(JCS/σ
n) as i
0(σ
c/σ
n)a/[b + (σ
c/σ
n)
a
] by satisfying the peak dilation angle boundary conditions under zero and very high normal stress (physical infinite normal
stress causing zero peak dilation angle). The proposed criterion has three surface parameters: i
0, a, and b. The reason for separation of i
0 from JRC is indicated and the method of its calculation is mentioned based on the literature. The two remaining coefficients
(a and b) are discussed in detail and it is shown that a shows a power-law relationship with b, introducing the coefficient c through b = c
a
. Then, it is expressed that a is directly related to discontinuity surface topography. Finally, it is shown that the coefficient c has higher values in irregular profiles in comparison with regular profiles and is dominated by intensity of peak dilation
angle reduction (majorly related to the surface irregularity and minorly related to roughness). The coefficient c is to be determined by performing regression analysis on experimental data. 相似文献
18.
Marek Kwaśniewski 《Rock Mechanics and Rock Engineering》2011,44(1):103-111
Based on the hypothesis that shearing stresses and normal tensile stresses both play a decisive role in fracturing and brittle
failure of rock material, a novel strength criterion was developed in one of the earlier works of the author. In the criterion,
a certain parameter ν′ occurs which depends on the structure of the material. Originally, the parameter was treated as a constant, which resulted
in a linear form of the strength function F
σ
1 = f(σ
3), where σ
3 = σ
2. Although the linear strength criterion is sometimes found to be applicable to various particular rock materials, it is not,
in general, of a universal character. Analysis of the triaxial test results for 75 different sandstones revealed that parameter
ν′ usually increases in an exponential or linear manner as confining pressure increases, and only in isolated cases does it
seem to be independent of the confining pressure. For these three types of function ν′ = f(p) appropriate strength criteria F
σ
1 = f(σ
3) are given in the present paper. These criteria were used to fit all of the collected empirical data sets. In general, a
very good fit to the data was obtained. 相似文献
19.
On the Ratios between Elastic Modulus and Uniaxial Compressive Strength of Heterogeneous Carbonate Rocks 总被引：3，自引：3，他引：0
V. Palchik 《Rock Mechanics and Rock Engineering》2011,44(1):121-128
The ratios M
R = E/σ
c for 11 heterogeneous carbonate (dolomites, limestones and chalks) rock formations collected from different regions of Israel
were examined. Sixty-eight uniaxial compressive tests were conducted on weak-to-strong (5 MPa < σ
c < 100 MPa) and very strong (σ
c > 100 MPa) rock samples exhibiting wide ranges of elastic modulus (E = 6100–82300 MPa), uniaxial compressive strength (σ
c = 14–273.9 MPa), Poisson's ratio (ν = 0.13–0.49), and dry bulk density (ρ = 1.7–2.7 g/cm3). The observed range of M
R = 60.9–1011.4 and mean value of M
R = 380.5 are compared with the results obtained by Deere (Rock mechanics in engineering practice, Wiley, London, pp 1–20,
1968) for limestones and dolomites, and the statistical analysis of M
R distribution is performed. Mutual relations between E, σ
c, ρ, M
R for all studied rocks, and separately for concrete rock formations are revealed. Linear multiple correlations between E on the one hand and σ
c and ρ on the other for Nekorot and Bina limestone and Aminadav dolomite are obtained. It is established that the elastic modulus
and M
R in very strong carbonate samples are more correlated with ρ−σ
c combination and ε
a max, respectively, than in weak to strong samples. The relation between M
R and maximum axial strain (ε
a max) for all studied rock samples (weak-to-strong and very strong) is discussed. 相似文献
20.
S. Merkel A. P. Jephcoat J. Shu H.-K. Mao P. Gillet R. J. Hemley 《Physics and Chemistry of Minerals》2002,29(1):1-9
Physical properties including the equation of state, elasticity, and shear strength of pyrite have been measured by a series
of X-ray diffraction in diamond-anvil cells at pressures up to 50 GPa. A Birch–Murnaghan equation of state fit to the quasihydrostatic
pressure–volume data obtained from laboratory X-ray source/film techniques yields a quasihydrostatic bulk modulus K
0T
=133.5 (±5.2) GPa and bulk modulus first pressure derivative K
′
0T
=5.73 (±0.58). The apparent equation of state is found to be strongly dependent on the stress conditions in the sample. The
stress dependency of the high-pressure properties is examined with anisotropic elasticity theory from subsequent measurements
of energy-dispersive radial diffraction experiments in the diamond-anvil cell. The calculated values of K
0T
depend largely upon the angle ψ between the diffracting plane normal and the maximum stress axis. The uniaxial stress component
in the sample, t=σ3−σ1, varies with pressure as t=−3.11+0.43P between 10 and 30 GPa. The pressure derivatives of the elastic moduli dC
11/dP=5.76 (±0.15), dC
12/dP=1.41 (±0.11) and dC
44/dP=1.92 (±0.06) are obtained from the diffraction data assuming previously reported zero-pressure ultrasonic data (C
11=382 GPa, C
12=31 GPa, and C
44=109 GPa).
Received: 21 December 2000 / Accepted: 11 July 2001 相似文献