Fluid mixing as the mechanism of formation of the Dajing Cu-Sn-Ag-Pb-Zn ore deposit,Inner Mongolia ——Fluid inclusion and stable isotope evidence   总被引：2，自引：0，他引：2  

刘伟  李新俊  谭骏 《中国科学D辑(英文版)》2003,46(7)

Since the 1990s, interest in the magmatic fluids and their relation to mineralization has been re-aroused[1—6]. Studies on stable isotopes of low-sulfidation deposits commonly show the predominance of meteoric water[7]. Paradoxically, the evidence for me…  相似文献   

Optimum multiple tuned mass dampers for structures under the ground acceleration based on the uniform distribution of system parameters     

Chunxiang Li  Yanxia Liu 《地震工程与结构动力学》2003,32(5):671-690

The five MTMD models, with natural frequencies being uniformly distributed around their mean frequency, have been recently presented by the first author. They are shown to have the near‐zero optimum average damping ratio (more precisely, for a given mass ratio there is an upper limit on the total number, beyond which the near‐zero optimum average damping ratio occurs). In this paper, the eight new MTMD models (i.e. the UM‐MTMD1～UM‐MTMD3, US‐MTMD1～US‐MTMD3, UD‐MTMD1 and UD‐MTMD2), with the system parameters (mass, stiffness and damping coefficient) being, respectively, uniformly distributed around their average values, have been, for the first time here, proposed to seek for the MTMD models without the near‐zero optimum average damping ratio. The structure is represented by the mode‐generalized system corresponding to the specific vibration mode that needs to be controlled. Through minimization of the minimum values of the maximum dynamic magnification factors (DMF) of the structure with the eight MTMD models (i.e. through the implementation of Min.Min.Max.DMF), the optimum parameters and values of Min.Min.Max.DMF for these eight MTMD models are investigated to evaluate and compare their control performance. The optimum parameters include the optimum mass spacing, stiffness spacing, damping coefficient spacing, frequency spacing, average damping ratio and tuning frequency ratio. The six MTMD models without the near‐zero optimum average damping ratio (i.e. the UM‐MTMD1～UM‐MTMD3, US‐MTMD1, US‐MTMD2 and UD‐MTMD2) are found through extensive numerical analyses. Likewise, the optimum UM‐MTMD3 offers the higher effectiveness and robustness and requires the smaller damping with respect to the rest of the MTMD models in reducing the responses of structures subjected to earthquakes. Additionally, it is interesting to note, by comparing the optimum UM‐MTMD3 with the optimum MTMD‐1 recently investigated by the first author, that the effectiveness and robustness for the optimum UM‐MTMD3 is almost identical to that for the optimum MTMD‐1 (without inclusion of the optimum MTMD‐1 with the near‐zero optimum average damping ratio). Recognizing these performance benefits, it is preferable to employ the optimum UM‐MTMD3 or the optimum MTMD‐1 without the near‐zero optimum average damping ratio, when installing the MTMD for the suppression of undesirable oscillations of structures under earthquakes. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献   

Evaluating foundation mass,damping and stiffness by the least‐squares method     

S. H. Ju 《地震工程与结构动力学》2003,32(9):1431-1442

This paper discusses how to use the three‐dimensional (3D) time‐domain finite‐element method incorporating the least‐squares method to calculate the equivalent foundation mass, damping and stiffness matrices. Numerical simulations indicate that the accuracy of these equivalent matrices is acceptable when the applied harmonic force of 1+sine is used. Moreover, the accuracy of the least‐squares method using the 1+sine force is not sensitive to the first time step for inclusion of data. Since the finite‐element method can model problems flexibly, the equivalent mass, damping and stiffness matrices of very complicated soil profiles and foundations can be established without difficulty using this least‐squares method. Copyright © 2003 John Wiley & Sons, Ltd.  相似文献   

青藏铁路抛石路基的温度特性研究   总被引：12，自引：8，他引：12  

赖远明  张鲁新  徐伟泽  米隆 《冰川冻土》2003,25(3):291-296

铁路道渣和片石铺层的对流换热为多孔介质的热传导问题，根据多孔介质中流体热对流的连续性方程、动量方程和能量方程，应用伽辽金法导出了多孔介质对流换热的有限元公式，并对抛石路基和传统道渣路基在未来25a创温度变化进行了预报分析和比较．计算结果表明，在150cm的抛石厚度，片石直径为10cm，年温度较差30℃的倩况下，在路基中心线y＝一5m处，抛石路基下的冻土温度要比传统路基的温度低2．45℃，抛石路基有对其下面的冻土提供冷能的制冷作用，可以保证冻土路基的稳定．因此，推荐该种路基作为青藏铁路高温冻土区的路基结构，可以最大限度地保护冻土区的铁路．  相似文献   

煤岩显微组分热解气相色谱特征与化学结构剖析   总被引：3，自引：0，他引：3       下载免费PDF全文

孙旭光  陈建平等 《地质学报》2003,77(1):135-143

煤结构是目前地球化学研究领域中的一个难点，但却具有极其重要的理论及实际意义，本文采用分步热解气相色谱技术将树皮体，镜质体和丝质体分解为分子量较小的可测定的有机化合物，在此基础上，据不同温度下热解产物的组成特征来还原显微组分的化学结构，实验结果表明，煤显微组分主要由四大类官能团组成，一是热稳定性较低的NOS杂原子官能团；二是脂族（脂链、脂环）结构；三是苯、烷基苯（甲苯、二甲苯）、萘等芳香族化合物，四是热稳定性很高的难以分解的稠环芳烃。上述四类化合物集中于显微组分的不同结构简单中，树皮体和镜质体结构单元外侧主要由热稳定性较低的杂原子化合物以及分子量较小的苯和烷基苯组成，而丝质体结构单元外侧则主要以短链脂族结构为主，三组分结构核部由热稳定性很高的难以分解的稠环芳烃组成。连结核部稠环芳烃与结构单元外侧杂原子等官能团的主要是热稳定性较高的脂链结构，煤显微组分热成烃主要按结构中各官能团键的强弱随热演化程度的加深依次脱除，生成油气，基本上属平行独立依次反应机制，亦“官能团脱除型”，此外，还包括少量的长链脂族结构裂解为短链脂肪烃的“解聚”过程。  相似文献   

The submarine eruption of the Bombarda volcano,Milos Island,Cyclades, Greece     

Rinaldi  M.  Venuti  M. Campos 《Bulletin of Volcanology》2003,65(4):282-293

The Milos volcanic field includes a well-exposed volcaniclastic succession which records a long history of submarine explosive volcanism. The Bombarda volcano, a rhyolitic monogenetic center, erupted ∼1.7 Ma at a depth <200 m below sea level. The aphyric products are represented by a volcaniclastic apron (up to 50 m thick) and a lava dome. The apron is composed of pale gray juvenile fragments and accessory lithic clasts ranging from ash to blocks. The juvenile clasts are highly vesicular to non-vesicular; the vesicles are dominantly tube vesicles. The volcaniclastic apron is made up of three fades: massive to normally graded pumice-lithic breccia, stratified pumice-lithic breccia, and laminated ash with pumice blocks. We interpret the apron beds to be the result of water-supported, volcaniclastic mass-How emplacement, derived directly from the collapse of a small-volume, subaqueous eruption column and from syn-eruptive, down-slope resedimentation of volcaniclastic debris. During this eruptive phase, the activity could have involved a complex combination of phreatomagmatic explosions and minor submarine effusion. The lava dome, emplaced later in the source area, is made up of flow-banded lava and separated from the apron by an obsidian carapace a few meters thick. The near-vertical orientation of the carapace suggests that the dome was intruded within the apron. Remobilization of pyroclastic debris could have been triggered by seismic activity and the lava dome emplacement. Published online: 30 January 2003 Editorial responsibility: J. McPhie  相似文献   

Lateral tidal mixing in the Antarctic marginal seas     

Aike Beckmann  Adriene F. Pereira 《Ocean Dynamics》2003,53(1):21-26

Tidal mixing plays an important role in the modification of dense water masses around the Antarctic continent. In addition to the vertical (diapycnal) mixing in the near-bottom layers, lateral mixing can also be of relevance in some areas. A numerical tide simulation shows that lateral tidal mixing is not uniformly distributed along the shelf break. In particular, strong mixing occurs all along the Ross Sea and Southern Weddell Sea shelf breaks, while other regions (e.g., the western Weddell Sea) are relatively quiet. The latter regions correspond surprisingly well to areas where indications for cross-shelf exchange of dense water masses have been found. The results suggest that lateral tidal mixing may account for the relatively small contribution of Ross Sea dense water masses to Antarctic Bottom Water.  相似文献   

苏皖地块构造演化、苏鲁造山带形成及其耦合的盆地发育   总被引：34，自引：2，他引：34  

吴根耀  马力  陈焕疆  徐克定 《大地构造与成矿学》2003,27(4):337-353

郯庐断裂带一度是古特提斯洋域中的转换断层,其东的苏皖地块和胶辽克拉通分别是曾经独立于扬子克拉通和华北克拉通之外的构造单元。苏皖地块原属中朝构造域,因中元古代时苏鲁洋的张开而向南漂移,震旦纪起归入华南构造域。受北东东-近东西向的江南断裂和江绍断裂右行走滑活动控制,苏皖地块及怀玉地块在石炭纪末-三叠纪时脱离华南构造域,成为古特提斯洋域中的中间地块。中国东部地区东亚燕山期山系的形成受两个地球动力学系统制约:一是苏鲁洋的消减及闭合后苏皖地块与胶辽克拉通的碰撞,二是江南断裂和江绍断裂的先剪后压,苏皖地块与拼合了的扬子-华北克拉通间发生斜向会聚和剪切造山,怀玉地块仰冲超叠在苏皖地块上。分5个阶段(印支期消减,早-中侏罗世斜向会聚,晚侏罗-早白垩世消减,早白垩世碰撞和燕山造山带坍塌)叙述了中生代造山作用的表现和特点,探讨了与各阶段造山作用耦合的盆地类型和时空分布。因燕山造山带的坍塌而燕山运动构建的“盆”“山”关系解脱,中国东部第三纪的伸展盆地直接叠加在燕山造山带的坍塌裂谷上。  相似文献   

The stability of a remediated bed in Hamilton Harbour,Lake Ontario,Canada     

Carl L. Amos  Ian G. Droppo  Eduardo A. Gomez  Tom P. Murphy 《Sedimentology》2003,50(1):149-168

ABSTRACT In situ measurements of lakebed sediment erodibility were made on three sites in Hamilton Harbour, Lake Ontario, using the benthic flume Sea Carousel. Three methods of estimating the surface erosion threshold (τ_c(0)) from a Carousel time series were evaluated: the first method fits measures of bed strength to eroded depth (the failure envelope) and evaluates threshold as the surface intercept; the second method regresses mean erosion rate (E_m) with bed shear stress and solves for the floc erosion rate (E_f) to derive the threshold for E_m = E_f = 1 × 10^?5 kg m^?2 s^?1; the third method extrapolates a regression of suspended sediment concentration (S) and fluid transmitted bed shear stress (τ₀) to ambient concentrations. The first field site was undisturbed (C) and acted as a control; the second (W) was disturbed through ploughing and water injection as part of lakebed treatment, whereas the third site (OIP) was disturbed and injected with an oxidant used for remediation of contaminated sediment. The main objectives of this study were: (1) to evaluate the three different methods of deriving erosion threshold; (2) to compare the physical behaviour of lacustrine sediments with their marine estuarine counterparts; and (3) to examine the effects of ploughing and chemical treatment of contaminated sediment on bed stability. Five deployments of Sea Carousel were carried out at the control site. Mean erosion thresholds for the three methods were: τ_c(0) = 0·5 (±0·06), 0·27 (±0·01) and 0·34 (±0·03) Pa respectively. Method 1 overpredicted bed strength as it was insensitive to effects in the surface 1–2 mm, and the fit of the failure envelope was also highly subjective. Method 2 exhibited a wide scatter in the data (low correlation coefficients), and definition of the baseline erosion rate (E_f) is largely arbitrary in the literature. Method 3 yielded stable (high correlation coefficients), reproducible and objective results and is thus recommended for evaluation of the erosion threshold. The results of this method correlated well with sediment bulk density and followed the same trend as marine counterparts from widely varying sites. Mass settling rates, expressed as a decay constant, k, of S(t), were strongly related to the maximum turbidity at the onset of settling (S_max) and were also in continuity with marine counterparts. Thus, it appears that differences in salinity had little effect on mass settling rates in the examples presented, and that biological activity dominated any effects normally attributable to changes in salinity. Bedload transport of eroded aggregates (2–4 mm in diameter) took place by rolling below a mean tangential flow velocity (U_y) of 0·32 ms^?1 and by saltation at higher velocities. Mass transport as bedload was a maximum at U_y = 0·4 ms^?1, although bedload never exceeded 1% of the suspended load. The proportion of material moving as bedload was greatest at the onset of erosion but decreased as flow competence increased. Given the low bulk density and strength of the lakebed sediment, the presence of a bedload component is notable. Bedload transport over eroding cohesive substrates should be greater in estuaries, where both sediment density and strength are usually higher. Significant differences between the ploughed and control sites were apparent in both the erosion rate and the friction coefficient (φ), and suggest that bed recovery after disruption is rapid (< 24 h). τ_c(0) increased linearly with time after ploughing and recovered to the control mean value within 3 days. The friction coefficient was reduced to zero by ploughing (diagnostic of fluidization), but increased linearly with time, regaining control values within 6 days. No long‐term reduction in bed strength due to remediation was apparent.  相似文献   

小浪底工程岩体力学参数研究     

刘丰收  侯清波  李松海 《水文地质工程地质》2003,(Z1)

本文系统研究了小浪底工程的岩体的强度特征,采用了室内试验,野外结构面统计,工程地质类比法、模型试验法和Hoek Brown的经验法,估算了工程岩体的力学指标,指出了上述各种方法中所存在的不足,认为在工程实践中,应尽可能使用多种估计方法,交叉校核所得参数,以提高参数的可靠性,保证工程的安全,节约投资。  相似文献