共查询到20条相似文献，搜索用时 109 毫秒
1.
裂变径迹定年法Zeta常数的测定 总被引：4，自引：0，他引：4
用第６届国际裂变径迹测定地质年代学术讨论会推荐的三种锆石、两种磷灰石和一种榍石国际年龄标样对Ｚｅｔａ值进行了系统刻度，对ＮＢＳ－ＳＲＭ６１２铀标准玻璃测定的锆石Ｚｅｔａ值为（３３５．６±８．２）ａｃｍ￣２，磷灰石（３４３．３±１４．６）ａｃｍ￣２，榍石为（３４７．７±１５．８）ａｃｍ￣２，三种矿物之间的Ｚｅｔａ值无很大差异，统一的加权平均Ｚｅｔａ值为（３３９．２±６．６）ａｃｍ￣２。 相似文献
2.
Liu Shaofeng Department of Geology Northwest University Xi’an Li Sitian Yang Shigong Cheng ShoutianFaculty of Earth Resources China University of Geosciences Wuhan 《中国地质大学学报(英文版)》1997,(1)
ＥａｒｌｙＭｅｓｏｚｏｉｃＢａｓｉｎ┐ＭｏｕｎｔａｉｎＣｏｕｐｌｉｎｇＭｅｃｈａｎｉｓｍａｎｄＢａｓｉｎＧｅｏｄｙｎａｍｉｃｓｏｆＥａｓｔＣｈｉｎａ＊ＬｉｕＳｈａｏｆｅｎｇＤｅｐａｒｔｍｅｎｔｏｆＧｅｏｌｏｇｙ，ＮｏｒｔｈｗｅｓｔＵｎｉｖｅｒｓｉｔｙ... 相似文献
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《Scientia Geologica Sinica》1998,(2)
１．ＩｎｔｒｏｄｕｃｔｉｏｎＴｈｅｓｙｓｔｅｍａｔｉｃｔｈｅｏｒｙｉｎＲｏｃｋＭａｓＥｎｇｉｎｅｅｒｉｎｇＧｅｏｌｏｇｙｉｓｔｈｅＲｏｃｋＭａｓＥｎｇｉｎｅｅｒｉｎｇＧｅｏｍｅｃｈａｎｉｃｓｅｓｔａｂｌｉｓｈｅｄｂｙＧｕＤｅｚｈｅｎ（１９７９）．Ｈｅ... 相似文献
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Zhuang XinguoZhuang XinguoGeothermal Regime of Meso-Cenozoic Basins Their Tectonic Background in East ChinaFaculty of Earth Resources China University of Geosciences Wuhan 《中国地质大学学报(英文版)》1997,(1)
ＧｅｏｔｈｅｒｍａｌＲｅｇｉｍｅｏｆＭｅｓｏ－ＣｅｎｏｚｏｉｃＢａｓｉｎｓａｎｄＴｈｅｉｒＴｅｃｔｏｎｉｃＢａｃｋｇｒｏｕｎｄｉｎＥａｓｔＣｈｉｎａ＊ＺｈｕａｎｇＸｉｎｇｕｏＦａｃｕｌｔｙｏｆＥａｒｔｈＲｅｓｏｕｒｃｅｓ，ＣｈｉｎａＵｎｉｖｅｒｓｉｔ... 相似文献
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Zavodchikova Maria 《中国地质大学学报(英文版)》1994,(1)
ＢａｓｉｃＦａｃｔｓＣｏｎｃｅｒｎｉｎｇＳｔｒｅｎｇｔｈｏｆＳａｎｄｓｔｏｎｅ￥ＺａｖｏｄｃｈｉｋｏｖａＭａｒｉａ（Ｓａｎｋｔ－ＰｅｔｅｒｓｂｕｒｙＭｉｎｉｎｇＩｎｓｔｉｔｕｔｅ，Ｓａｎｋｔ－Ｐｅｔｅｒｓｂｕｒｇ１９９０２６；）（Ｅｅｐａｒｔｍｅｎｔ... 相似文献
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Ren Jianye Li SitianFaculty of Earth Resources China University of Geosciences Wuhan Lin ChangsongDepartment of Energy Resources China University of Geosciences Beijing 《中国地质大学学报(英文版)》1997,(1)
ＬａｔｅＭｅｓｏｚｏｉｃＩｎｔｒａｃｏｎｔｉｎｅｎｔａｌＲｉｆｔｉｎｇａｎｄＢａｓｉｎＦｏｒｍａｔｉｏｎｉｎＥａｓｔｅｒｎＣｈｉｎａ＊ＲｅｎＪｉａｎｙｅＬｉＳｉｔｉａｎＦａｃｕｌｔｙｏｆＥａｒｔｈＲｅｓｏｕｒｃｅｓ，ＣｈｉｎａＵｎｉｖｅｒｓｉｔｙｏｆ... 相似文献
8.
Xie Xinong Jiao Yangquan Faculty of Earth Resources China University of Geosciences Wuhan 《中国地质大学学报(英文版)》1997,(1)
Ｔｅｃｔｏｎｏ┐ＳｔｒａｔｉｇｒａｐｈｉｃＡｎａｌｙｓｉｓａｎｄＧｅｏｄｙｎａｍｉｃＢａｃｋｇｒｏｕｎｄｏｆＭｅｓｏｚｏｉｃＳｏｎｇｌｉａｏＢａｓｉｎ＊ＸｉｅＸｉｎｏｎｇＪｉａｏＹａｎｇｑｕａｎＦａｃｕｌｔｙｏｆＥａｒｔｈＲｅｓｏｕｒｃｅｓ，Ｃｈｉｎ... 相似文献
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Lu Zongsheng Huang Qisheng Faculty of Earth Sciences China University of Geosciences Wuhan Li SitianFaculty of Earth Resources China University of Geosciences Wuhan 《中国地质大学学报(英文版)》1997,(1)
ＳｔｒａｔｉｇｒａｐｈｉｃＳｕｃｅｓｉｏｎ，Ｓｏｕｒｃｅ┐ＲｏｃｋＤｉｓｔｒｉｂｕｔｉｏｎａｎｄＰａｌｅｏｃｌｉｍａｔｉｃＺｏｎｅｉｎＭｅｓｏ－ＣｅｎｏｚｏｉｃＢａｓｉｎｓ，ＥａｓｔｅｒｎＣｈｉｎａ＊ＬｕＺｏｎｇｓｈｅｎｇＨｕａｎｇＱｉｓｈｅｎｇＦａ... 相似文献
11.
On hyperelasticity for clays 总被引：1，自引：0，他引：1
Under purely elastic conditions a constitutive model for clays should be conservative. This can be achieved by using a hyperelastic stress–strain relation derived from an elastic potential. To circumvent problems connected with formulation of a suitable potential a simple concept of back-stress elasticity is proposed. Several elastic models are critically reviewed, two of which had been originally incorrectly classified as hyperelastic. A novel elastic potential which can be used to generate various hyperelastic models is proposed. Its salient feature is that the resulting stiffness is a homogeneous function of order 1 with respect to stress. An example of Mathematica calculation with tensorial differentiation is enclosed (Wolfram S. Mathematica. A system for doing mathematics by computer. Addison-Wesley Publishing, 1988). © 相似文献
12.
在简要介绍Mathematica软件的基础上,着重讨论了其在测绘编程计算、平差、曲线拟合、迭代运算方面的优势,并利用实例进行了分析。指出应用其强大的数值分析功能,可以使测绘公式推导、编程计算和迭代计算与分析更为便捷,使测绘人员有更多的时间和精力去从事建模方法和过程分析的研究。而目前应用该软件进行测绘研究在国内尚无许多文献报道。该软件在解决若干常规测绘问题方面有很好的应用前景。 相似文献
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为研究路基疏桩补偿软土地基的协配机制, 本文提出了疏桩补偿软土地基协力概念模型, 借助Mathematica软件进一步阐明了软土地基临界荷载的边载坡率和硬壳层关联机制, 通过理论分析建立了基于软土地基临界荷载的路基疏桩协力的疏桩承载力检算方法。疏桩间距与桩长协配设计实例分析, 不仅验证了路基疏桩补偿软土地基协力基桩承载力检算方法的可行性, 并揭示了疏桩路基坡趾被动区稳定不利地貌加剧失稳的破坏机制。研究结果表明, 提出的协力概念模型和基桩承载力检算方法具有较好的适用性, 同时阐明了超载预压方案慎用的必要性, 强调了控制路基填筑加载速率的重要性。 相似文献
15.
The pure cross-anisotropy is understood as a special scaling of strain (or stress). The scaled tensor is used as an argument in the elastic stiffness (or compliance). Such anisotropy can be overlaid on the top of any elastic stiffness, in particular on one obtained from an elastic potential with its own stress-induced anisotropy. This superposition does not violate the Second Law. The method can be also applied to other functions like plastic potentials or yield surfaces, wherever some cross-anisotropy is desired. The pure cross-anisotropy is described by the sedimentation vector and at most two constants. Scaling with more than two purely anisotropic constants is shown impossible. The formulation was compared with experiments and alternative approaches. Static and dynamic calibration of the pure anisotropy is also discussed. Graphic representation of stiffness with the popular response envelopes requires some enhancement for anisotropy. Several examples are presented. All derivations and examples were accomplished using the algebra program Mathematica.
相似文献16.
In this study, a geotechnical model has been used to analyze the stability of a discontinuous rock slope. The main idea behind block theory is that it disregards many different combinations of discontinuities and directly identifies and considers critical rock blocks known as “key blocks”. The rock slope used as a case study herein is situated in the sixth phase of the gas flare site of the South Pars Gas Complex, Assalouyeh, Iran. In order to analyze the stability of discontinuous rock slopes, geotechnical modeling which was divided into geometrical sub-modeling and mechanical sub-modeling has been utilized. This model has been established upon the KGM (key-group method) algorithm which was based on the limit equilibrium method and block theory and prepared and coded by the Mathematica software. According to the results of the stability analysis, the analyzed slope was determined to be in the category of “needs attention,” and the security level, calculated through the FORM (first-order reliability method) analysis, was estimated to be 1.16. In order to verify the model, the results obtained from the model were compared with those of the UDEC software, which is a numerical method based on distinct components. As a conclusion, it was determined that the results of the model agreed well with those of the numerical method. 相似文献
17.
Because of the simplicity and the speed of execution, methods used in static stability analyses have yet remained relevant. The key‐block method, which is the most famous of them, is used for the stability analysis of fractured rock masses. The KBM method is just based on finding key blocks, and if no such blocks are found to be unstable, it is concluded that the whole of the rock mass is stable. Literally, though groups of ‘stable’ blocks are taken together into account, in some cases, it may prove to be unstable. An iterative and progressive stability analysis of the discontinuous rock slopes can be performed using the key‐group method, in which groups of collapsible blocks are combined. This method is literally a two‐dimensional (2D) limit equilibrium approach. Because of the normally conservational results of 2D analysis, a three‐dimensional (3D) analysis seems to be necessary. In this paper, the 2D key‐group method is developed into three dimensions so that a more literal analysis of a fractured rock mass can be performed. Using Mathematica software, a computer program was prepared to implement the proposed methodology on a real case. Then, in order to assess the proposed 3D procedure, its implementation results are compared with the outcomes of the 2D key‐group method. Finally, tectonic block No.2 of Choghart open pit mine was investigated as a case study using the proposed 3D methodology. Results of the comparison revealed that the outcomes of the 3D analysis of this block conform to the reality and the results of 2D analysis. Copyright © 2011 John Wiley & Sons, Ltd. 相似文献
18.
Y形桩作为一种新型反拱曲面异形桩,端阻力在桩身截面上具有不均匀分布的特性。虽将端阻力假定为均匀分布,与假定为集中力相比,附加应力计算结果更符合实际分布规律,但仍存在一定偏差。基于数值模拟结果,建立了Y形桩端阻力的不均匀分布模型,借助数学分析软件Mathematica的NIntegrate数值积分功能,以及Geddes推导应力解的思想,进而得出了考虑异形效应Y形桩桩端阻力作用在地基内部任意点竖向附加应力系数的数值计算方法。以主要影响因素外包圆半径R、模板弧度θ、开弧间距s、夹角弧度δ为变量,分别对比研究了将Y形桩端阻力假定为均匀分布和考虑异形效应的不均匀分布两种模式下附加应力的变化规律,并将考虑异形效应的端阻力产生附加应力计算方法用于沉降计算。对此现场静载荷试验数据表明,考虑异性效应的端阻力产生附加应力计算方法计算沉降与现场试验数据吻合度更高。 相似文献
19.
Y型桩桩端阻力产生附加应力的分析计算 总被引：1，自引：0，他引：1
Y型沉管灌注桩截面形式复杂,截面几何特性存在4个独立控制变量、8个积分区间。Y型桩桩端均布荷载在地基内部任意点产生附加应力系数的解析表达式求解困难,目前尚无得出简单的解析表达式。借助数学分析软件Mathematica的NIntegrate数值积分功能,以及Geddes推导应力解的思想,得出了Y型桩桩端均布荷载作用在地基内部任意点竖向附加应力系数的数值计算方法,经校核有很高精度。分析了Y型截面4个独立变量外包圆半径R、模板弧度?、开弧间距s、夹角度数? 对附加应力系数的影响及采用Geddes应力解计算产生的误差。分析了随荷载作用面积变化、计算深度变化Y型、三角形、矩形、方形、圆形、圆环、H形、T形截面桩端均布荷载作用在地基内部时截面中心点下附加应力系数的差异及变化规律。将考虑Y型桩截面形状的附加应力计算方法应用于Y型桩单桩的沉降计算,计算结果与静载荷试验数据吻合较好。 相似文献
20.
Ali Pourmand François L. H. Tissot Monica Arienzo Arash Sharifi 《Geostandards and Geoanalytical Research》2014,38(2):129-148
We present an open‐source algorithm in Mathematica application (Wolfram Research) with a transparent data reduction and Monte Carlo simulation of systematic and random uncertainties for U‐Th geochronometry by multi‐collector ICP‐MS. Uranium and thorium were quantitatively separated from matrix elements through a single U/TEVA extraction chromatography step. A rigorous calibrator‐sample bracketing routine was adopted using CRM‐112A and IRMM‐035 standard solutions, doped with an IRMM‐3636a 233U/236U ‘double‐spike’ to account for instrumental mass bias and deviations of measured isotope ratios from certified values. The mean of 234U/238U and 230Th/232Th in the standard solutions varied within 0.42 and 0.25‰ (permil) of certified ratios, respectively, and were consistent with literature values within uncertainties. Based on multiple dissolutions with lithium metaborate flux fusion, U and Th concentrations in USGS BCR‐2 CRM were updated to 1739 ± 2 and 5987 ± 50 ng g?1 (95% CI), respectively. The measurement reproducibility of our analytical technique was evaluated by analysing six aliquots of an in‐house reference material, prepared by homogenising a piece of speleothem (CC3A) from Cathedral Cave, Utah, which returned a mean age of 21483 ± 63 years (95% CI, 2.9‰). Replicate analysis of ten samples from CC3A was consistent with ages previously measured at the University of Minnesota by single‐collector ICP‐MS within uncertainties. 相似文献