岩浆包裹体化学成分研究   总被引：8，自引：1，他引：8  

夏林圻 《岩石矿物学杂志》1988,7(1):1-11

岩浆包裹体化学成分研究难度较大,为了获得可信的数据,应当注意:1.非演化型岩浆包裹体的化学成分可以代表其初始成分。演化型岩浆包裹体应先均一、淬火后再行测定。2.均一演化型岩浆包裹体应严格遵守加热规则,否则过热作用会使包裹体壁部分熔化,造成淬火后所测包裹体成分与其真正的初始成分并不相当。3.实测资料证明,“边界层效应”对于岩浆包裹体化学成分影响微不足道。4.岩浆包裹体的化学成分只能代表其主矿物结晶时周围岩浆的成分,即仅相当于岩浆液相线上的一个点。5。把显微冷热台测温、激光喇曼探针和电子探针分析技术结合使用,对查明单个包裹体中挥发组分的性状和浓度具有很大的潜力和前途。  相似文献   

闽北早古生代岛弧火山岩的岩石地球化学特征   总被引：1，自引：0，他引：1  

陈汉林  曾华生 《矿物学报》1994,14(2):186-194

作者系统地研究了福建政和早古生代岛弧火山岩的岩石地球化学特征。研究表明该火山岩是以岛弧拉斑玄武岩-钙碱性火山岩组合为特征的岛弧火山岩系列，并具有从拉斑系列向钙碱性系列演化的特征；该火山岩源于亏损地幔，并且受到一定的陆壳物质混染，基性的拉斑玄武质系列受到陆壳物质混染较少，而中性钙碱性系列则受到较大程度混染。  相似文献   

统一方差分量估计公式     

李广云 《测绘学院学报》1993,(3)

本文提出了一种适用于协方差阵奇异或非奇异、设计阵列满秩或降秩时的方差分量估计方法;其公式推导简单,形式统一,不需解线性方程组,同时可保证迭代计算方差分量的非负要求。作为特例还和Helmert法及MINQUE法作了比较。最后讨论了用真误差进行方差分量估计的计算公式,并给出了一个测距误差分析的实例。  相似文献   

乾安县浅层高氟地下水的分布规律及成因的初步探讨     

诚俊华 《吉林地质》1991,10(1):71-74

本文主要阐述了乾安县浅层高氟地下水的分布规律;探讨了浅层高氟地下水的成因与构造、地貌、古气候、地层岩性和水文地质条件的关系,从而闸明了广泛分布的湖沼相松散沉积物的组成和水文地质条件是本区浅层高氟地下水的主要原因。  相似文献   

BAYES方差分量估计在虚拟权平差中的应用     

覃辉 《四川测绘》1994,17(3):110-114

本文把近似Bayes方基分量估计公式应用于矿区扩建网的虚拟权平差中，解决了具体计算中的一些实际问题，最后，通过一矿区扩建网平差实例验证了该方法的可行性．  相似文献   

水准测量往返测较差方差之估计     

冯延明 《武汉大学学报(信息科学版)》1987,(4)

现有文献中以水准测量往返测较差为统计量估计较差方差已提出许多观点和公式,但对于较差误差模型既没有回答其正确性,也缺乏严密可行的参数估计方法。本文将方差分量的最小范数二次无偏估计(MINQUE)法用于较差方差估计,并提出了以近代回归分析原理为基础的较差误差模型统计检验与比较选择的基本方法。这些估计、分析方法既简单易行又严密合理。最后通过对部分一等水准实测数据试算分析,也初步证实了它们的实际效益。  相似文献   

江西冷水坑斑岩类型及其矿化特征     

齐进英 《岩石学报》1987,3(1)

冷水坑斑岩杂岩体中产有Ag~-多金属矿床。该杂岩体可以划分出6种斑岩岩石和3种火山岩岩石。根据这些岩石的主化学成分、微量和稀土元素特点,该杂岩体具有S-型的特征。矿化作用具有斑岩型的特征:矿化发生在岩体内,为浸染和细脉浸染状,矿化作用和蚀变作用为渐变的环带状分布。矿床形成在中高温和高盐度的热液条件下。  相似文献   

多维地震动各方向相关性对拱坝动应力的影响     

吴健  金峰  徐艳杰 《地震工程与工程振动》2005,25(2):50-54

本文将随机振动的虚拟激励法与拱坝-地基动力相互作用FE-BE-IBE时域模型结合，发展了一个可以考虑多维随机地震动作用下的拱坝动力响应计算模型，并用Monte Garlo方法对模型进行了验证，计算结果表明，地震动分量的相关性对结构的动力响应存在一定影响，合理考虑地震动各方向分量的相关性可以更好地计算实际地震作用下的拱坝动力响应。  相似文献   

Seismic fragility methodology for highway bridges using a component level approach     

Bryant G. Nielson  Reginald DesRoches 《地震工程与结构动力学》2007,36(6):823-839

Bridge fragility curves, which express the probability of a bridge reaching a certain damage state for a given ground motion parameter, play an important role in the overall seismic risk assessment of a transportation network. Current analytical methodologies for generating bridge fragility curves do not adequately account for all major contributing bridge components. Studies have shown that for some bridge types, neglecting to account for all of these components can lead to a misrepresentation of the bridges' overall fragilities. In this study, an expanded methodology for the generation of analytical fragility curves for highway bridges is presented. This methodology considers the contribution of the major components of the bridge, such as the columns, bearings and abutments, to its overall bridge system fragility. In particular, this methodology utilizes probability tools to directly estimate the bridge system fragility from the individual component fragilities. This is illustrated using a bridge whose construction and configuration are typical to the Central and Southeastern United States and the results are presented and discussed herein. This study shows that the bridge as a system is more fragile than any one of the individual components. Assuming that the columns represent the entire bridge system can result in errors as large as 50% at higher damage states. This provides support to the assertion that multiple bridge components should be considered in the development of bridge fragility curves. The findings also show that estimation of the bridge fragilities by their first‐order bounds could result in errors of up to 40%. Copyright © 2006 John Wiley & Sons, Ltd.  相似文献   

Acceleration response modification factors for nonstructural components attached to inelastic moment‐resisting frame structures     

Ragunath Sankaranarayanan  Ricardo A. Medina 《地震工程与结构动力学》2007,36(14):2189-2210

A statistical analysis of the peak acceleration demands for nonstructural components (NSCs) supported on a variety of stiff and flexible inelastic regular moment‐resisting frame structures with periods from 0.3 to 3.0 s exposed to 40 far‐field ground motions is presented. Peak component acceleration (PCA) demands were quantified based on the floor response spectrum (FRS) method without considering dynamic interaction effects. This study evaluated the main factors that influence the amplification or decrease of FRS values caused by inelasticity in the primary structure in three distinct spectral regions namely long‐period, fundamental‐period, and short‐period region. The amplification or decrease of peak elastic acceleration demands depends on the location of the NSC in the supporting structure, periods of the component and building, damping ratio of the component, and level of inelasticity of the supporting structure. While FRS values at the initial modal periods of the supporting structure are reduced due to inelastic action in the primary structure, the region between the modal periods experiences an increase in PCA demands. A parameter denoted as acceleration response modification factor (R_acc) was proposed to quantify this reduction/increase in PCA demands. Copyright © 2007 John Wiley & Sons, Ltd.  相似文献