沂沭断裂带内构造体系特征及其复合现象

沂沭断裂带是山东境内一条从北向南展布的巨大断裂带,主要由鄌郚—葛沟、沂水—汤头、安丘—莒县和昌邑—大店断裂组成。该带内构造体系的复合现象很发育,可概括为:褶皱构造的迭加;断层力学性质的迭加;断裂间的穿切;结构面的方位改变和岩脉或矿脉的穿切等。 根据构造形迹力学性质和构造体系的特征,确定上述构造形迹归属于东西构造带和新华夏系。     

金厂峪金矿床地质特征及成因探讨

本文研究了金厂峪金矿太古代斜长角闪岩中构造岩的特征和分布特点;根据片岩带内存在纯片岩地段、片岩带内有岩墙和两种含金脉体地段所呈现的无对称分带性、岩墙和脉体的接触关系,论述了断裂构造性质、控矿作用、热液充填期次、成矿时代;指出产于斜长角闪岩中的金矿床,并非都形成于太古代,在冀东燕山准地槽内应注意燕山期成矿作用。     

内蒙古中西部多岛海构造演化

内蒙古中西部大陆由一个微大陆、三条弧后盆地和三条火山岛弧,即华北微大陆、白云鄂 傅弧后盆地、白乃庙火山岛弧、温都尔庙弧后盆地、苏尼特左－锡林浩特火山岛弧、贺根山弧后盆 地和二连浩特－锡林郭勒火山岛弧组成。经过了长期而复杂的微大陆和火山弧的裂解、弧后盆地 的消减衰亡及弧－陆和弧－弧碰拉等构造演化,才最终形成今天所见到的这种构造样式。     

土-结构动力相互作用对结构控制的影响

本文研究了土-结构动力相互作用对采取不同控制措施的结构控制效果的影响。文中首先建立了主动调谐质量阻尼器(ATMD)、半主动磁流变阻尼器(MR)和被动多重调谐质量阻尼器(MTMD)等三种结构控制措施在时域中的控制算法和控制律，然后基于子结构法，采用间接边界元方法，通过傅里叶变换，推导了分别安装三种结构控制措施的受控结构在频域中的运动方程，数值仿真分析了某36层高层建筑的地震反应及其控制效果。结果表明，当采用ATMD或MTMD控制时，考虑土-结构动力相互作用后结构地震反应有所减小；当采用MR控制时，考虑土-结构动力相互作用后结构地震反应有很大程度的减小。由此看来，在设计软土地基上高层结构的结构控制措施时，不考虑土-结构动力相互作用对结构控制效果的影响是偏于安全的。     

河南赵岭构造蚀变岩型金矿床微量元素地球化学特征

赵岭金矿床是典型的受构造控制的构造蚀变岩型金矿床,位于外方山断隆与旧县-大章断陷盆地结合部位的东部.构造活动的多期性形成了构造岩的复杂性.脉动式、幔涌式的成矿作用导致金矿体在走向上、倾向上都具侧列再现、相互叠加等组合特征.每一次的脉动和幔涌形成的金矿体都表现了各自的地球化学特征和元素组合特征,成矿微量元素在垂向上具有各自的规律性.为本区的地质找矿提供了一个明显的找矿标志.     

个旧老厂锡多金属矿田陡石阶测区断裂构造地球化学异常特征

为对研究区内可能存在的隐伏矿体进行定位预测，指导下一步找矿工作，采用构造地球化学的研究方法，对区内断裂构造地球化学异常特征进行了详细的分析研究。结果表明，本区断裂构造中，主要成矿元素Cu、Pb、Zn、Ag、Sn、Mn的空间浓度分布趋势大致呈现西(北)高东(南)低之势；元素组合异常明显，呈NE向带状展布；主要成矿元素及与成矿相关元素的异常表现出10个浓集中心。这些特点的总结和运用，对指导矿山生产和进一步找矿都具有现实意义。     

发展中的板块边界:天山-贝加尔活动构造带

亚洲内陆的强地震密集地发生在天山-贝加尔一线,但该处并不存在一条连续的大断裂,学术界对这个问题的认识长期相左。文中分析了这条地震带的时空分布、分区特点、应力状态和活动周期,计算了欧亚大陆的布格重力异常场、均衡重力异常场,反演了上地幔的密度分布和剪切波速分布。发现在这个部位的70~250km的深部有一条北东向的密度、速度陡变带,它是新生代的冷地幔和热地幔的交界带,与浅部构造存在立交关系,对亚洲大陆的现今构造运动和应力场具有重要的控制作用。这个带的地震不同于传统意义上的板缘地震和板内地震,是一种因为深浅构造不同而造成的结构性地震,性质上为大陆内缘地震。文中还就深浅构造的空间立交关系、时间镜像关系进行了讨论,指出在南北地震带和伊朗东侧地震带的立交结构也与上地幔构造有关。天山-贝加尔活动构造带是正在发展中的板块边界,是大陆内部的一个典型构造,北侧为稳定的俄罗斯-西伯利亚次板块,南侧为活动的中国-东南亚次板块。     

Structural style and deformation mechanism of the southern Dabashan foreland fold-and-thrust belt, central China

The Daba Mountains define the southern margin of the East Qinling orogenic belt, and form the boundary of the Sichuan basin in the north and northeast. The Daba Mountains can be divided into two structural belts by the NW-striking Chengkou fault, namely the northern Dabashan thrust-nappe belt and the southern Dabashan foreland fold-and-thrust belt. The southern Dabashan fold-and-thrust belt is a southwestward extruding thin-skinned thrust wedge, showing obvious belted change in deformation style and deformation intensity along the dip direction, and can be divided further into three sub-belts, i.e. the imbricate thrust sub-belt characterized by imbricate stepped-thrust sheets, the thrust-fold sub-belt characterized by the combination of the equally-developed thrusts and related folds, and the detachment-fold sub-belt characterized by box folds and closed overturned-isoclinal folds on the outcrops. Several kinds of structures have been recognized or inferred, including imbricate thrust system, passive-roof duplex (triangle zone), fault-related folds, back-thrust system and pop-up structure. The NE-SW compressive stress from the Qinling orogenic belt and detachment layers in the covering strata are the two most important determinants of deformation style. After the collision between the North China block and Yangtze block at the end of the Middle Triassic, the northward intracontinental subduction along the southern edge of the Qinling orogenic belt was initiated, which led to the corresponding southward thrusting in the upper crust. The thrusting propagated towards the foreland through the Jurassic and extended to the southernmost part of the southern Daba Mountains around the end of the Early Cretaceous, with thrusting deformation to be preferentially developed along major detachment layers and progressing upwards from the Lower Sinian through the Lower Cambrian and Silurian to Middle-Lower Triassic. Translated from Geotectonica et Metallogenia, 2006, 30(3): 294–304 [译自: 大地构造与成矿学]     

Time–frequency representation of earthquake accelerograms and inelastic structural response records using the adaptive chirplet decomposition and empirical mode decomposition

In this paper, the adaptive chirplet decomposition combined with the Wigner-Ville transform and the empirical mode decomposition combined with the Hilbert transform are employed to process various non-stationary signals (strong ground motions and structural responses). The efficacy of these two adaptive techniques for capturing the temporal evolution of the frequency content of specific seismic signals is assessed. In this respect, two near-field and two far-field seismic accelerograms are analyzed. Further, a similar analysis is performed for records pertaining to the response of a 20-story steel frame benchmark building excited by one of the four accelerograms scaled by appropriate factors to simulate undamaged and severely damaged conditions for the structure. It is shown that the derived joint time–frequency representations of the response time histories capture quite effectively the influence of non-linearity on the variation of the effective natural frequencies of a structural system during the evolution of a seismic event; in this context, tracing the mean instantaneous frequency of records of critical structural responses is adopted.The study suggests, overall, that the aforementioned techniques are quite viable tools for detecting and monitoring damage to constructed facilities exposed to seismic excitations.     

Shaking‐table tests on reinforced concrete frames with different isolation systems

The effectiveness of seismic isolation in protecting structural and non‐structural elements from damage has been assessed in an extensive programme of shaking‐table tests, carried out on four identical 1/3.3‐scale, two‐dimensional, reinforced concrete (R/C) frames. Four different isolation systems were considered, namely: (i) rubber‐based, (ii) steel‐based, (iii) shape memory alloy (SMA)‐based and (iv) hybrid, i.e. based on both SMA and steel components, isolation systems. This paper presents a comprehensive overview of the main results of the experimental tests on base‐isolated models, whose structural response is described through: (i) maximum base displacements; (ii) maximum interstorey drifts; (iii) maximum storey accelerations and (iv) maximum storey shear forces. The evolution of the fundamental frequency of vibration of the R/C frame during the tests is also described. The beneficial effects of using base isolation resulted in no or slight damage, under strong earthquakes, to both structural and non‐structural members, as well as to the internal content of the building. The comparison with the experimental results obtained in shaking‐table tests on similar fixed‐base models emphasizes these positive aspects. Finally, advantages and drawbacks related to the use of each isolation system are discussed in the paper. Copyright © 2006 John Wiley & Sons, Ltd.