Ecological-Living-Productive Land Classification System in China

Rapid economic development, industrialization, and urbanization aggravates the tense relationship between human beings and the land. With multiple demands for food security, ecological protection and economic development, frequent conflicts and competition occur between multiple different functional land types. The current land use classification system focuses on the productive and living functions of land, but gives little consideration to ecological functions. This study builds a national Ecological-Living-Productive Land Classification System based on land functions emphasizing the concept and position of ecological land. So-called ecological land uses are types of land use regulating, maintaining and protecting ecological security. The new land classification is more flexible for overall planning purposes and for making arrangements for ecological, living and productive land spaces. The Ecological-Living-Productive Land Classification System includes three levels. The first level has four major types: ecological land, ecological-productive land, productive-ecological land, and living-productive land. The second level subdivides the major types into 15 functional land categories, including major ecological regulation land, common ecological regulation land, and ecological conservation land for ecological lands; pasture land, timber land and aquaculture land for ecological-productive lands; arable land and orchard for productive-ecological lands; and urban built-up area, rural living land, and industrial land for living-productive lands. The third level is based on land cover types. Based on multiple data sources, and using a strategy of zoning and re-classification, we extracted the spatial distribution of ecological-living-productive lands on a national scale. The areas of ecological land, ecological-productive land, productive land, and living-productive land area are 6,037,000 km², 1,353,800 km², 2,001,900 km² and 207,300 km², respectively; accounting for 62.89%, 14.10%, 20.85% and 2.16% of total area, respectively. For the second-level classification, the area of ecological conservation land is the largest, accounting for 20.17% of the total area. Ecological land is located mainly in central and western China. Ecological-productive land is distributed in various areas throughout the country, and productive-ecological land and living-productive land are concentrated in eastern China.     

石膏矿区采空地面塌陷易发性分区与监测预警研究

邳州市邳北石膏矿区采空地面塌陷日益严重,为防治地质灾害,市政府于2016年进行了石膏矿区采空地面塌陷专项地质灾害防治规划。通过分析矿区已有资料、分析已发塌陷点和现场调查,阐述了采空区地面塌陷的特点与危害,并采用模糊综合评判方法对地面塌陷的易发性进行了分区。根据分区结果,结合人员密集程度,提出了区域采空区综合治理和地面塌陷地质灾害防治监测预警的措施和方法,为地质灾害防治工作提供依据。     

基于格林函数理论的波场预测和鬼波压制方法

作为一种特殊的噪声,鬼波对一次波的波形及频带宽度产生极大的影响,鬼波压制是提高海上地震资料分辨率及保真度的重要因素.以格林公式为基础,详细论述了基于格林函数理论的鬼波压制方法,在不需要地下介质信息的条件下,进行地震数据驱动鬼波压制,并根据"Double Dirichlet"(双狄利克雷)边界条件,预测压力波场和垂直速度波场.建立了基于格林函数理论鬼波压制的处理流程,数值模拟和实际资料处理结果表明,基于格林函数理论鬼波压制方法在很好地去除鬼波的同时极大地拓宽了地震资料的频带,尤其提升了低频端能量,有利于后续资料的处理解释.     

2.5D direct‐current resistivity forward modelling and inversion by finite‐element–infinite‐element coupled method

To reduce the numerical errors arising from the improper enforcement of the artificial boundary conditions on the distant surface that encloses the underground part of the subsurface, we present a finite‐element–infinite‐element coupled method to significantly reduce the computation time and memory cost in the 2.5D direct‐current resistivity inversion. We first present the boundary value problem of the secondary potential. Then, a new type of infinite element is analysed and applied to replace the conventionally used mixed boundary condition on the distant boundary. In the internal domain, a standard finite‐element method is used to derive the final system of linear equations. With a novel shape function for infinite elements at the subsurface boundary, the final system matrix is sparse, symmetric, and independent of source electrodes. Through lower upper decomposition, the multi‐pole potentials can be swiftly obtained by simple back‐substitutions. We embed the newly developed forward solution to the inversion procedure. To compute the sensitivity matrix, we adopt the efficient adjoint equation approach to further reduce the computation cost. Finally, several synthetic examples are tested to show the efficiency of inversion.     

近30年北半球冬季臭氧总量分布特征及其与平流层温度的关系

臭氧的时空分布特征对气候和环境变化具有显著影响,随着臭氧资料数量的增加和质量的提高,有必要对臭氧时空分布特征及其与气候变化的关系进行详细研究.本文利用欧洲中期天气预报中心提供的1979—2013年的全球月平均臭氧总量资料、平流层温度场资料,采用旋转经验正交函数分解(REOF)、Morlet小波分析、合成分析等方法研究了20°N以北的北半球冬季(12—2月)臭氧总量异常的主要空间分布结构与时间演变特征,并进一步分析了主要模态与平流层上层(2hPa)、中层(30hPa)以及下层(100hPa)温度异常的关系.结果表明:近30年北半球冬季臭氧总量异常变化最显著的区域主要有5个,分别位于极地地区(75°N—90°N,0°—360°)、北半球副热带地区(20°N—40°N,0°—360°)、阿拉斯加地区(60°N—75°N,180°—260°E)、北大西洋地区(45°N—60°N,310°E—360°E)及西伯利亚地区(50°N—65°N,80°E—130°E).5个区域的冬季臭氧总量异常具有明显的年际和年代际变化特征.1980年代后期是各个区域的臭氧总量异常由年代际偏多转为偏少的转换时段.此外,各区域存在显著的年际变化周期,而且各个区域的年际周期存在明显的差异.臭氧总量异常变化与平流层温度异常变化的关系表明,臭氧总量异常的增加(减少)能够导致平流层上层温度异常偏冷(暖)和平流层中、下层温度异常偏暖(冷),其中平流层中层温度异常的偏暖(冷)程度要比下层更加明显.     

鲁甸M_S6.5地震震源区地壳结构及孕震环境研究

本文利用由中国地震局在鲁甸地震震区附近架设的35个流动观测台站记录的远震事件记录,采用接收函数H-k扫描方法和CCP叠加成像方法获取了鲁甸地震震源区的地壳精细结构,结果显示鲁甸地震发生在地壳厚度和泊松比变化较剧烈的地区.昭通断裂西南段和东北段地壳物质组分差异明显,西南段断裂两侧地壳组分均显示为中泊松比分布,东北段断裂两侧泊松比从低泊松比快速变化为高泊松比,表明东北段西南侧壳内含有更多铁镁质组分,造成昭通断裂西南段和东北段对青藏高原下地壳物质向东南运移的阻挡有所差异,导致壳内应变积累,从而引起鲁甸地震的发生.在震源区地壳内部存在的低速层,可能为此次地震提供了可能的孕震环境.鲁甸地震与芦山地震虽然均没有产生明显的地表破裂带,但两者的震源机制以及孕震环境存在着明显的差异.本文也认为未来应关注青藏高原东缘断裂的历史地震空段发生大地震的可能性.本文研究结果对于理解青藏高原东缘区域的孕震背景具有一定的意义.     

基于Love波相速度反演南北地震带地壳上地幔结构

收集了南北地震带区域地震台网中292个地震台站2008年1月至2011年3月期间的地震波形数据,由频时分析方法提取了Love波相速度频散曲线,经过反演得到了研究区内的Love波相速度分布.根据Love波纯路径频散,采用线性反演方法对0.25°×0.25°的网格点进行了一维S波速度结构反演,利用线性插值获取了南北地震带地区的三维S波速度结构.结果显示了松潘—甘孜地体和川滇菱形块体地区的下地壳具有明显的S波低速层分布,该异常分布特征支持解释青藏高原隆升及其地壳物质运移的下地壳流模型.在100至120km深度上,川滇菱形块体西北部呈现较强的S波高速异常,这可能是印度岩石圈板块沿喜马拉雅东构造结下插至该区域所致,该区域下地壳的低速软弱物质与上地幔的高速强硬物质形成了鲜明对比,暗示了地壳和上地幔可能具有不同的构造运动和变形方式,这为该区域的壳幔动力学解耦提供了条件.     

Aftershock seismic assessment taking into account postmainshock residual drifts

This paper introduces and evaluates a methodology for the aftershock seismic assessment of buildings taking explicitly into account residual drift demands after the mainshock (i.e., postmainshock residual interstory drifts, RIDR_o). The methodology is applied to a testbed four‐story steel moment‐resisting building designed with modern seismic design provisions when subjected to a set of near‐fault mainshock–aftershock seismic sequences that induce five levels of RIDR_o. Once the postmainshock residual drift is induced to the building model, a postmainshock incremental dynamic analysis is performed under each aftershock to obtain its collapse capacity and its capacity associated to demolition (i.e., the capacity to reach or exceed a 2% residual drift). The effect of additional sources of stiffness and strength (i.e., interior gravity frames and slab contribution) and the polarity of the aftershocks are examined in this study. Results of this investigation show that the collapse potential under aftershocks strongly depends on the modeling approach (i.e., the aftershock collapse potential is modified when additional sources of lateral stiffness and strength are included in the analytical model). Furthermore, it is demonstrated that the aftershock capacity associated to demolition (i.e., the aftershock collapse capacity associated to a residual interstory drift that leads to an imminent demolition) is lower than that of the aftershock collapse capacity, which mean that this parameter should be a better measure of the building residual capacity against aftershocks. Copyright © 2014 John Wiley & Sons, Ltd.     

Dynamic FE simulation of four‐story steel frame modeled by solid elements and its validation using results of full‐scale shake‐table test

Dynamic finite element analyses of a four‐story steel building frame modeled as a fine mesh of solid elements are performed using E‐Simulator, which is a parallel finite element analysis software package for precisely simulating collapse behaviors of civil and building structures. E‐Simulator is under development at the National Research Institute for Earth Science and Disaster Prevention (NIED), Japan. A full‐scale shake‐table test for a four‐story frame was conducted using E‐Defense at NIED, which is the largest shaking table in the world. A mesh of the entire structure of a four‐story frame with approximately 19 million degrees of freedom is constructed using solid elements. The density of the mesh is determined by referring to the results of elastic–plastic buckling analyses of a column of the frame using meshes of different densities. Therefore, the analysis model of the frame is well verified. Seismic response analyses under 60, 100, and 115% excitations of the JR Takatori record of the 1995 Hyogoken‐Nanbu earthquake are performed. Note that the simulation does not reproduce the collapse under the 100% excitation of the Takatori record in the E‐Defense test. Therefore, simulations for the 115% case are also performed. The results obtained by E‐Simulator are compared with those obtained by the E‐Defense full‐scale test in order to validate the results obtained by E‐Simulator. The shear forces and interstory drift angles of the first story obtained by the simulation and the test are in good agreement. Both the response of the entire frame and the local deformation as a result of elastic–plastic buckling are simulated simultaneously using E‐Simulator. Copyright © 2014 John Wiley & Sons, Ltd.     

An investigation into the effects of damping and nonlinear geometry models in earthquake engineering analysis

The growing emphasis of considering the behavior of structures at extreme performance states, such as collapse, has necessitated the characterization of the effects of varying attributes of the structural model. One source of variability that has not previously been considered is variability in the mathematical model. This study investigated the effects of changing the geometric nonlinearity approach and damping model on a four‐story buckling restrained braced frame, a four‐story steel moment resisting frame, and an eight‐story steel moment resisting frame. The variations in behavior are quantified using the maximum interstory drift ratio as the performance metric and qualified by comparing the relative displaced shapes and component response histories at the collapse performance state. Copyright © 2015 John Wiley & Sons, Ltd.