邯峰矿区古构造应力场与构造演化

采用共轭剪节理应力反演方法,恢复了邯郸-峰峰矿区晚古生代以来的3期古构造应力场,进而探讨了煤田构造的演化历史,将其分为4大阶段：①中生代早期近NS向挤压,煤系后期改造初动期;②中生代晚期SE-NW向挤压,奠定煤田构造格架的基础;③中生代末至古近纪NW-SE向拉张,煤田构造格架定型;④新近纪以来近东西向拉张,煤田构造的现代活动.     

晋城矿区西区9#煤层赋存规律及沉积环境

以大量勘探钻孔资料为基础,对晋城矿区西区9#煤层赋存规律、成煤古地理环境及其演化史进行了分析与研究,阐述了不同的沉积类型对煤层厚度的控制作用.为该区今后的地质勘探和煤矿开采提供了依据.     

高陂煤矿区控煤构造及其与煤炭资源的赋存关系

结合高陂煤矿区含煤岩系特征,阐述了该区的控煤构造及其形成机制,探讨了其与煤炭资源的赋存关系,对指导新区的勘探工作具有一定的意义.     

新疆准噶尔地区富硫型与贫硫型浅成低温热液金矿床成矿流体与碳、硫、铅同位素

对新疆准噶尔地区浅成低温热液型金矿床中富硫型的阔尔真阔腊金矿、贫硫型的石英滩金矿进行了流依包裹体的均一温度、爆裂温度、包裹体气液相成分、H、O 同位素、矿体围岩及脉石英包裹体 C 同位素、矿体中黄铁矿等 S、Ph 同位素等系统地进行了研究,综合研究表明,本区该类型金矿成矿流体一般温度低、盐度低,来源主要为循环的大气水、矿石中黄铁矿的 S、Pb 同位素均为深源,暗示金的深部来源:矿体石英包裹体中 CO_2的δ~(13)C 为低于-10‰的有机碳,反映了本区年轻的富含有机质的沉积地层参与了金的成矿。此外,本文首次提出了富硫型阔尔真阔腊金矿床成矿流体中有侵入岩浆热液参与,深部有多金属成矿远景;贫硫型石英滩金矿没有侵入岩浆热液的参与,成矿仅与火山古热液活动有关,其成矿较单一。此外,阔尔真阔腊金矿中低温流体活动较强,金矿化也较强:石英滩金矿低温流体活动相对较弱,金矿化也较弱,也体现了该类型金矿床低温流体活动的越强烈,金矿化越强的规律。     

Optimal design of passive energy dissipation systems based on H∞ and H2 performances

Passive energy dissipation devices (EDDs), such as viscous dampers, viscoelastic dampers, etc., have been used to effectively reduce the dynamic response of civil infrastructures, such as buildings and bridges, subject to earthquakes and strong winds. The design of these passive energy dissipation devices (EDDs) involves the determination of the optimal locations and the corresponding capacities. In this paper, we present two optimal design methodologies for passive EDDs based on active control theories, including H_∞ and H₂ performances, respectively. The optimal design methodologies presented are capable of determining the optimal locations and the corresponding capacities of EDDs. Emphasis is placed on the application of linear matrix inequality (LMI) for the effective design of passive EDDs using the popular MATLAB toolboxes. One important advantage of the proposed approaches is that the computation of the structural response is not needed in the design process. The proposed optimal design methodologies have been applied to: (i) a 10‐storey building and a 24‐storey building both subject to earthquake excitations, and (ii) a 76‐storey wind‐excited benchmark building, to demonstrate the advantages of the proposed design methodologies over the conventional equal capacity design. Copyright © 2002 John Wiley & Sons, Ltd.     

Towards a direct collapse–load method of design for concrete frames subjected to severe ground motions

Most current methods of design for concrete structures under earthquake loads rely on highly idealized ‘equivalent’ static representations of the seismic loads and linear‐elastic methods of structural analysis. With the continuing development of non‐linear methods of dynamic analysis for the overload behaviour and collapse of complete concrete structures, a more direct and more accurate design procedure becomes possible which considers conditions at system collapse. This paper describes an evaluation procedure that uses non‐linear dynamic collapse–load analysis together with global safety coefficients. A back‐calibration procedure for evaluating the global safety coefficients is also described. The aim of this paper is to open up discussion of alternative methods of design with improved accuracy which are necessary to move towards a direct collapse–load method of design. Copyright © 2002 John Wiley & Sons, Ltd.     

Ground‐shaking mapping for a scenario earthquake considering effects of geological conditions: a case study for the 1995 Hyogo‐ken Nanbu,Japan earthquake

In order to examine the applicability of ground‐shaking mapping techniques to a near‐field earthquake, a peak ground velocity map of the 1995 Hyogo‐ken Nanbu, Japan earthquake computed from seismic zoning methods that consider the effects of geological conditions is compared with the actual observed intensity map. When computing the ground‐shaking map, the site amplification at each site is calculated in terms of the average shear‐wave velocity of the ground estimated from the corresponding geomorphological conditions. This map shows a relatively good agreement with the observed intensity map. However, the computations provide smaller values for certain disastrous areas of the earthquake, where the effects on ground motion of a deep, irregular underground structure have been reported. The effect of such structures on site response is examined implementing 2D FEM analyses, thereby being also incorporated into the method. Results considering the effect of the irregular underground structure show better agreement with the observed intensity map. Copyright © 2002 John Wiley & Sons, Ltd.     

张北地震区三维构造特征

地震层析成像结果揭示了张北地震区的构造特征。震源区周围分布有相交的北北西和北东向低速异常带。极震区正下方壳内存在高速异常的坚固体 ,其周围被多条低速异常带围限。区域构造具备了大量积累应变能和向高应力区传递应变能的孕震构造特征 ,北北西和北东向的隐伏断裂共同构成了区域的发震构造。该震区在中新生代以来有过多期岩浆活动 ,震中区周围分布有几个新第三纪的火山口。极震区米家沟附近火山的三维剖分图给出了该火山从地表到壳内 10km深度的速度图像 ,中新生代的火山岩浆活动对该区域孕震构造的形成起了重要作用。     

The Mw = 6.0, 7 September 1999 Athens Earthquake

On 7 September 1999 at 11:56 GMT a destructive earthquake (M_w = 6.0) occurred close to Athens (Greece). The rupture process is examined using data from the Cornet local permanent network, as well as teleseismic recordings. Data recorded by a temporary seismological network were analyzed to study the aftershock sequence. The mainshock was relocated at 38.105°N, 23.565°E, about 20 km northwest of Athens. Four foreshocks were also relocated close to the mainshock. The modeling of teleseismic P and SH waves provides a well-constrained focal mechanism of the mainshock (strike = 105°, dip = 55° and rake = -80°) at a depth of 8 km and a seismic moment M₀ = 1.010²⁵ dyn·cm. The obtained fault plane solution represents normal faulting indicating an almost north-south extension. More than 3500 aftershocks were located, 1813 of which present RMS < 0.1 s and ERH, ERZ < 1.0 km. Two main clusters were distinguished, while the depth distribution is concentrated between 2 and 11 km. Over 1000 fault plane solutions of aftershocks were constrained, the majority of which also correspond to N–S extension. No surface breaks were observed but the fault plane solution of the mainshock is in agreement with the tectonics of the area and with the focal mechanisms obtained by aftershocks. The hypocenter of the mainshock is located on the deep western edge of the fault plane. The relocated epicenter coincides with the fringe that represents the highest deformation observed on the differential interferometric image. The calculated source duration is 5 sec, while the estimated dimensions of the fault are 15 km length and 10 km width. The source process is characterized by unilateral eastward rupture propagation, towards the city of Athens. An evident stop phase observed in the recordings of the Cornet local stations is interpreted as a barrier caused by the Aegaleo Mountain.     

Division of Gas Accumulation System and Laws Controlling Distribution of Natural Gas in Typical Petroliferous Basins of China

Considering the existing problems of the petroleum system, this paper brings forward the concept of natural gas accumulation system and presents the dividing principles. Then detailed statistics on the accumulation factors of the 32 typical natural gas accumulation systems in China and studies on the laws controlling distribution of gas are collected. The research shows that the petroleum accumulation system is the basic unit controlling petroleum generation, migration and accumulation. Generating intensity, generating amount, accumulating efficiency and migration distance plays an important role in the distribution of natural gas. Through analysis on results of resources evaluation, discovered reserves and residual reserves, potential areas in middle-scaled petroliferous basins in China are forecasted in this paper. Ordos, Sichuan, Tarim and Qaidam basins are found out to be the main basins developing and enriching gas accumulation systems.