震后茂县牟托村堆积物特征与植被分布关系

"5·12"大地震后,茂县牟托地区的地形地貌和生态系统受到很大的破坏。本文对茂县牟托地区典型斜坡的植物生长状况、土壤颗粒组成、土壤含水率进行了调查分析,获得了土壤颗粒大小、渗透性、含水率与植物生长之间的关系;研究表明,土壤颗粒组成中,细颗粒所占比例越高,其渗透系数越小,土壤含水率越大,植物的生长状况愈佳;土壤细颗粒所占比例相近的情况下,含水率高的地区植物生长好。根据研究成果,结合生态恢复的技术和方案实施的安全性以及可行性,提出水泥喷灌、修筑挡水阶梯和排水沟、种植植物等生态恢复的方案以及保持斜坡稳定的措施。     

地震次生地质灾害应急调查多源遥感影像处理及应用——以汶川大地震为例

汶川大地震发生后,遥感技术即刻成为抢险救灾的重要信息来源,多源遥感影像的协同快速处理尤为关键。以国道213（映秀-汶川段）为例,探讨了研究区TM正射影像、DMC航空影像及QB影像三种数据的协同快速处理,处理后的影像色彩统一、色调一致,质量较好,能满足灾情应急调查使用。     

四川汶川地震断裂带科学钻探2号孔（WFSD-2）岩性特征和断裂带的结构

以WFSD-2钻孔岩心为研究对象,通过详细的岩心编录和岩石学、构造地质学等研究,识别出该钻孔岩心具有6段岩性,从上向下依次为彭灌杂岩（0-599.31m）、三叠系须家河组二段（599.31-1211.49m）、彭灌杂岩（1211.49-1679.51m）、三叠系须家河组三段（1679.51-1715.48m）、彭灌杂岩（1715.48-2081.47m）、三叠系须家河组四段（2081.47-2283.56m）。彭灌杂岩主要以花岗岩和火山岩为主,三叠系须家河组沉积岩以砂岩、粉砂岩、泥岩、页岩、煤层（线）和砾岩为主。3套彭灌杂岩与三叠系须家河组沉积岩重复出现,时代较老的岩性段逆冲覆盖在新的地层之上,表明龙门山构造带由一系列逆冲岩片叠置而成。岩心中断裂岩较为发育,主要为断层角砾岩、碎裂岩和断层泥,反映出脆性变形作用的特点。通过对断裂岩的统计分析,厘定了20余条产状不同、规模不等的次级断裂带,断裂带宽度和断裂密度峰值显示FZ600、FZ720、FZ782、FZ817、FZ922、FZ951、FZ1449、FZ1681、FZ2082为主要断裂带,其中FZ1681系规模最大的一条断裂。依据断裂岩的组合特征可以将岩心中断裂带的结构以断层泥为核部划分为两大类：对称型断裂带和不对称型断裂带。根据地表破裂带、WFSD-1钻孔岩心中主滑移带位置的几何关系、岩性分层等因素,可推断汶川地震主滑移带应位于FZ1134、FZ1449或FZ1681之中,同时也暗示该地区经常发生类似汶川地震的大地震活动。研究表明,龙门山地区经历了强烈的构造缩短和快速隆升作用,暗示龙门山地区构造活动非常强烈。     

1668年郯城8 1/2 级地震构造应力场分析

1668年郯城8 1/2 级地震,发震断层南起郯城窑上北到莒县土岭,全长为130 km,由5条北北东走向的活断层段组成。郯城地震断层南段沿沂沭断裂带内的F₂断裂分布,倾向南东东,倾角为30°～60°。北段紧邻F₁断裂分布,倾向不稳定,倾角较陡(多为70°以上)。南段表现为右行逆冲或逆右行的运动性质,北段则以右行走滑为主。郯城地震断层南、北两段均发育断层泥带、断层角砾带和碎裂带,南段总宽度为几米到十几米,北段总宽度为几十米到近百米,局部发育多条断层泥带。郯城地震断层的排列方式及其几何学特征表明:为老断层复活,而非新生断层。通过断层擦痕的反演同震应力场显示:北段为北东东-南西西向挤压应力场,南段为北东-南西向的挤压应力场,该地震是发生在区域性挤压应力场状态下。这种应力场空间变化可能是地震断层几何学空间变化导致的。其同震应力场与该地区现代区域应力场是一致的,这说明郯城地震并未造成震后应力场调整或震后应力场调整时间较短,未影响到现今应力场。     

Geochronology,geochemistry, Hf isotopic compositions and formation mechanism of radial mafic dikes in northern Tibet

A large mafic dike swarm is radially distributed in southern Qiangtang. Three typical samples were selected for geochronology, geochemistry, and Hf isotopic analysis. Zircon U–Pb dating indicates that the three dikes formed at 291 ± 2, 292 ± 3, and 300 ± 2 Ma. Whole-rock compositions show that the southern Qiangtang mafic dikes are alkaline, Fe + Ti rich, and exhibit relative enrichment in light rare-earth elements. The ratios of incompatible elements are similar to those of oceanic island and Emeishan basalts. Geochemical diagrams show that the dikes erupted in an intraplate environment. Zircon Hf isotopic data suggest that magma that produced the mafic dikes was derived from a depleted mantle source. The geochemical characteristics of the dikes approximate that of eruption products of a brief period of mantle plume activity (300–280 Ma). According to eight geologic maps of Qiangtang, the mafic dikes crop out over an area of 150 km from north to south and 500 km from east to west, radiating outward from Mayigangri. We conclude that the mafic dikes in southern Qiangtang are related to the combined effect of Permian plate motions and mantle plume activity, and the Mayigangri area overlies the hot spot. Furthermore, the mantle plume in southern Qiangtang may have propelled the closing of the Palaeo-Tethys Ocean.     

基于LiDAR和航空影像的地震灾害倒塌建筑物信息提取

地震灾害损失评估是震后展开救灾工作的重要环节.快速、准确地获取震后损毁建筑物信息能够为灾区减灾、救灾工作提供有效的支持.高分辨率航空遥感是灾害监测的重要技术手段,但其信息自动提取的精度受到一定的限制.近年来新出现的LiDAR技术能够提供地面目标的高程信息,可应用于复杂环境下倒塌建筑物信息的提取.研究中采用航空遥感数据和...     

国家地震速报备份系统的部署与运行

国家地震速报备份系统是由中国地震局出资,在广东省地震台网中心建设的一套全自动地震速报系统.本文介绍了国家地震速报备份系统的职责、系统架构、主要功能模块、系统工作原理、部署情况与台网规模,分析了系统2009-2010年运行两年来的工作情况,并对系统自动产出的地震定位结果进行初步的统计与比较,对系统运行的总体效果给予了初步...     

Analysis of buried pipelines subjected to reverse fault motion

Presently available simplified analytical methods and semi-empirical methods for the analysis of buried pipelines subjected to fault motion are suitable only for the strike-slip and the normal-slip type fault motions, and cannot be used for the reverse fault crossing case. A simple finite element model, which uses beam elements for the pipeline and discrete nonlinear springs for the soil, has been proposed to analyse buried pipeline subjected to reverse fault motion. The material nonlinearities associated with pipe-material and soil, and geometric nonlinearity associated with large deformations were incorporated in the analysis. Complex reverse fault motion was simulated using suitable constraints between pipe-nodes and ground ends of the soil spring. Results of the parametric study suggest that the pipeline's capacity to accommodate reverse fault offset can be increased significantly by choosing a near-parallel orientation in plan with respect to the fault line. Further improvement in the response of the pipeline is possible by adopting loose backfill, smooth and hard surface coating, and shallow burial depth in the fault crossing region. For normal or near normal orientations, pipeline is expected to fail due to beam buckling at very small fault offsets.     

Modeling of energy dissipation in structural devices and foundation soil during seismic loading

Though rocking shallow foundations could be designed to possess many desirable characteristics such as energy dissipation, isolation, and self-centering, current seismic design codes often avoid nonlinear behavior of soil and energy dissipation beneath foundations. This paper compares the effectiveness of energy dissipation in foundation soil (during rocking) with the effectiveness of structural energy dissipation devices during seismic loading. Numerical simulations were carried out to systematically study the seismic energy dissipation in structural elements and passive controlled energy dissipation devices inserted into the structure. The numerical model was validated using shaking table experimental results on model frame structures with and without energy dissipation devices. The energy dissipation in the structure, drift ratio, and the force and displacement demands on the structure are compared with energy dissipation characteristics of rocking shallow foundations as observed in centrifuge experiments, where shallow foundations were allowed to rock on dry sandy soil stratum during dynamic loading. For the structures with energy dissipating devices, about 70–90% of the seismic input energy is dissipated by energy dissipating devices, while foundation rocking dissipates about 30–90% of the total seismic input energy in foundation soil (depending on the static factor of safety). Results indicate that, if properly designed (with reliable capacity and tolerable settlements), adverse effects of foundation rocking can be minimized, while taking advantage of the favorable features of foundation rocking and hence they can be used as efficient and economical seismic energy dissipation mechanisms in buildings and bridges.