共查询到20条相似文献，搜索用时 125 毫秒
1.
2.
新安江地震台根据“中国数字地震观测网络”总体设计和“浙江省数字地震观测网络”建设的要求,对原有的观测楼、观测山洞进行数字化升级改造[1]。原观测楼拆除,新建440m2观测楼,并在原有设备基础上新增甚宽带地震计KS-2000和强震计PS-23。改造设计严格按照《地震及前兆数字化地震观测规范》的要求。 相似文献
3.
4.
《地震地磁观测与研究》2016,(4)
正从1996年开始,中国地震局进行了大规模数字地震观测系统建设,通过"中国数字地震监测系统""中国数字地震观测网络"和"中国地震背景场探测"3个重点项目的实施,已建成由国家地震台网、区域地震台网和流动地震台网组成的数字地震观测系统。(1)国家地震台网。国家地震台网是一个覆盖中国的地震监测台 相似文献
5.
6.
7.
8.
应对巨大地震的应急流动观测系统 总被引：3，自引：0，他引：3
通过“十五”数字地震观测网络项目建设,目前。我国的地震观测系统和地震观测信号传输几乎完全依赖于公共通讯网络。但是,大地震常常严重破坏公共通讯系统,应对巨大地震的流动观测系统就提到迫切的日程。2007年,通过采用无线竞带接入技术,结合中国地震局数字地震观测网络技术,初步建成了应对巨大地震的应急流动观测系统,并在汶川地震现场观测初期发挥了重要作用。 相似文献
9.
10.
国内外地震观测的发展状况和特点 总被引：1，自引：0，他引：1
简要介绍了全球地震观测系统和观测的发展概况,微震台网在技术上正向数字化,高灵敏度,地传输的方向发展,在“九五”期间,我国地震观测系统的建设和发展呈现出中央和地方,地震专业系统与非专业系统联合建设,共同发展的趋势,并具有以下几个主要特点：社会各方面对地震台网（台站）的要求比以往明显提高;数字化成为地震台网（台站）发展的潮流;地震台网与计算机网络建设相结合;对数字化地震台网的认识日趋成熟。 相似文献
11.
论述了适用于遥测地震台网大震速报的一套计算机处理系统,系统设计以《全国遥测台网观测技术规范》和《近震分析》理论为依据,实现了数据输入,震相选择,数据处理,地震定位,震级计算,结果输出及贮存等多项功能,达到了快速确定地震三要素,提高速报速度和精度之目的,是一个较完善的,实用的速报系统。 相似文献
12.
叠前反演和地震吸收技术在复杂天然气藏地震预测中的应用 总被引：1，自引：0，他引：1
针对某复杂断块天然气目标储层,在岩石物理分析的指导下,综合利用地质、地震、测井等资料,提出了一套面向复杂天然气藏的叠前地震预测技术.首先基于地震岩石物理分析得到的初始横波信息,采用叠前贝叶斯非线性三参数反演得到了井旁控制点处精确纵横波速度和密度信息,然后通过叠前/叠后联合反演技术实现了面向目标的弹性阻抗体反演及含气储层敏感参数直接提取,最后结合小波变换时频谱分析的方法从叠前地震资料中估算地层吸收参数值,提高天然气藏识别精度.实际应用表明,综合各种叠前地震预测技术,可以大大提高对复杂天然气藏的识别精度,降低勘探风险. 相似文献
13.
生命线基础设施抗震安全对我国防震减灾与抗震救灾工作具有重要意义,铁路桥梁更是关乎人员转移与物质运输的安全与稳定。基于地震区铁路桥梁震害资料分析和震害调查研究,结合我国铁路桥梁抗震设计工作的经验、教训及相关科研成果,我国陆续出版了3本《铁路工程抗震设计规范》。文章回顾我国铁路桥梁抗震设计规范60年的发展历程,对我国开展铁路桥梁抗震设计工作的历史时期进行划分;通过对比和总结1977、1987、2009年颁布的《铁路工程抗震设计规范》中的铁路桥梁部分,发现该系列规范的发展逐步体现了基于性能的设计理念,场地分类更加精细,地震作用考虑更为科学,且对于铁路桥梁的抗震构造措施有了更加明确的规定。研究可为改进和完善地震区铁路桥梁震害预测方法提供参考依据。 相似文献
14.
15.
断层的自发破裂及其产生的地震波场是地震学研究的重要内容.断层几何形态和自发破裂过程中的动力学参数不同,往往会导致不同的震源破裂过程,进而对地震波场产生显著的影响.本文基于不同几何形态的断层上的自发破裂过程,通过计算研究其产生的地震波场的特征.针对弯折和分叉的断层系统,我们考察了初始成核区位置以及超剪切破裂对于地震波场的... 相似文献
16.
嵌入式地震观测系统单元的设计 总被引：1，自引：0，他引：1
李耿民 《地震地磁观测与研究》2004,25(4):26-31
简要介绍嵌入式系统的概念及其操作系统uCLinux在地震观测系统中的实现。嵌入式系统单元引入地震观测系统,能使现有的地震设备变得更加专业化、小型化,提高可靠性和易用性,特别方便野外维护、选台、流动地震台的建设。 相似文献
17.
Brendon A. Bradley 《地震工程与结构动力学》2013,42(14):2167-2185
This paper examines the calculation of the seismic demand hazard in a practice‐oriented manner via the use of seismic response analyses at few intensity levels. The seismic demand hazard is a more robust measure for quantifying seismic performance, when seismic hazard is represented in a probabilistic format, than intensity‐based assessments, which remain prevalent in seismic design codes. It is illustrated that, for a relatively complex bridge–foundation–soil system case study, the seismic demand hazard can be estimated with sufficient accuracy using as little as three intensity measure levels that have exceedance probabilities of 50%, 10% and 2% in 50 years which are already of interest in multi‐objective performance‐based design. Compared with the conventional use of the mean demand from an intensity‐based assessment(s), it is illustrated that, for the same number of seismic response analyses, a practice‐oriented ‘approximate’ seismic demand hazard is a more accurate and precise estimate of the ‘exact’ seismic demand hazard. Direct estimation of the seismic demand hazard also provides information of seismic performance at multiple exceedance rates. Thus, it is advocated that if seismic hazard is considered in a probabilistic format, then seismic performance assessment, and acceptance criteria, should be in terms of the seismic demand hazard and not intensity‐based assessments. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献
18.
This paper reports the results of two seismic experiments aimed at determining the wave field of explosion quakes at Stromboli Island (Mediterranean Sea, Southern Italy). The typical Strombolian activity mostly consists of explosive phenomena causing pyroclastic, materials to be emitted together with jets of volcanic gases from one or more craters. Stromboli is an active volcano characterized by persistent seismic activity consisting of explosion quakes that are seismic events associated with the explosive volcanic phenomena. Explosion quakes are short lived seismic events occurring intermittently whose amplitude tends to decrease with distance from the vent. A distinctive feature of explosion quakes is the presence on seismograms of two, often clearly distinct, seismic phases. The first, low-frequency seismic phase (<2 Hz) is in fact usually followed by a high-frequency seismic phase (>3–4 Hz) after one second or more. The first seismic phase of explosion quakes has been shown to be characterized by a nearly radial linear polarization and by an apparent propagation velocity estimated at 600–800 m/s. The second phase is characterized by a more chaotic motion and a lower apparent propagation velocity of 150–450 m/s. The wavefield associated with the first low-frequency seismic phase appears to be generated by a resonating P-wave seismic source accompanying gas explosion and emission of pyroclastic materials. The wavefield associated with the second high-frequency seismic phase of explosion quakes appears to be mainly composed of scattered and converted waves due to the critical topography of the volcano. 相似文献
19.
20.
Brendon A. Bradley 《地震工程与结构动力学》2013,42(15):2235-2253
This paper compares the seismic demands obtained from an intensity‐based assessment, as conventionally considered in seismic design guidelines, with the seismic demand hazard. Intensity‐based assessments utilize the distribution of seismic demand from ground motions that have a specific value of some conditioning intensity measure, and the mean of this distribution is conventionally used in design verification. The seismic demand hazard provides the rate of exceedance of various seismic demand values and is obtained by integrating the distribution of seismic demand at multiple intensity levels with the seismic hazard curve. The seismic demand hazard is a more robust metric for quantifying seismic performance, because seismic demands from an intensity‐based assessment: (i) are not unique, with different values obtained using different conditioning intensity measures; and (ii) do not consider the possibility that demand values could be exceeded from different intensity ground motions. Empirical results, for a bridge‐foundation‐soil system, illustrate that the mean seismic demand from an intensity‐based assessment almost always underestimates the demand hazard value for the exceedance rate considered, on average by 17% and with a large variability. Furthermore, modification factors based on approximate theory are found to be unreliable. Adopting the maximum of the mean values from multiple intensity‐based assessments, with different conditional intensity measures, provides a less biased prediction of the seismic demand hazard value, but with still a large variability, and a proportional increase the required number of analyses. For an equivalent number of analyses, direct computation of the seismic demand hazard is a more logical choice and provides additional performance insight. Copyright © 2013 John Wiley & Sons, Ltd. 相似文献