Theoretical short-periodPKiKP/PKIKP magnitude calibrating curves for deep foci

Summary The estimation of the theoretical short-period PKiKP/PKIKP magnitude calibrating curves for deep foci, based on the Earth model PREM and the zero approximation of the ray theory is presented. A set of calibration curves is given for periods 0.8 s, 1.2 s and 1.6 s, for depths 25 km, 200 km, 400 km and 600 km and the epicentral distance range of 12 200 km to 19 800 km. In the calculation we consider the mutual interference of PKiKP and PKIKP wave branches in the corresponding distance range of 13 000 km to 16 000 km for the chosen Gabor's signal. Calibrating curves reflect mainly the distribution of model parameters, the prevailing period and in the distance range of interference also the form of the chosen signal.     

The use of invariant MTS curves in deep magnetotelluric studies

Invariant amplitude curves of the phase tensor are shown to be applicable to the geoelectric model reconstruction in the lower part of the section even if its upper part includes geoelectric heterogeneities described by the tensor of galvanic distortions. The use of other types of invariant curves provides reliable constraints on the deep structure of the section only if the upper part of the section does not contain contrasting geoelectric heterogeneities.     

Theoretical central frequency sounding response curves over a generalized three-layer earth

The digital linear filter method is used to compute the normalized vertical magnetic field for a circular loop in CFS system. Three-layer earth models with resistive and conductive basement are considered. The corresponding field expressions are suitably written, and the multifrequency response is computed and presented in convenient forms. Analysis of theoretical data indicates that for highly resistive basement, the variation in layer conductivity and intermediate layer thickness is well reflected on three-layer amplitude response curves at low frequencies and at high conductivity contrasts between first and second layers. This, however, is not true in the case of conductive basement, where the resolution of the intermediate layer is observed to be comparatively poor. The resolution of an intermediate conductive layer in a three-layer sequence is found to be satisfactory.     

Delineation of bed boundaries of array induction logging curves using deep learning

Delineation of bed boundaries based on resistivity logging curves is important prior information for the inversion and interpretation of resistivity logging dat...     

APOD卫星大气密度数据处理与标校

APOD卫星是我国首颗以热层大气密度探测与精密定轨为科学目标的微纳卫星,搭载大气密度探测器、双频GNSS接收机等载荷,于2015年9月20日发射入轨,2015年10月27日进入轨道高度460 km、轨道倾角97.4°、降交点地方时6:20的工作轨道,各项载荷随即展开例行观测.本文给出了APOD卫星大气密度探测器的基本原理和数据处理流程,采用基于双行根数（TLE）反演获取的密度数据,对2015年12月至2016年12月的就位探测数据进行了标校,并与经验密度模式进行了比较.结果表明,反演密度与APOD卫星就位探测数据的线性相关性达到0.943,采用线性拟合与二次函数拟合的残差水平基本相当.两种不同方法标校密度相对于NRLMSIS00模式日均值误差的均值和标准偏差为10.1%、18.2%和5.1%、17.1%,二次函数标校略优于线性标校;相对于JB2008模式日均值误差的均值和标准偏差为0.6%、14.9%和3.9%、16.9%,线性标校略优于二次函数标校.总体而言,APOD卫星大气密度就位探测数据与常用经验模式精度基本一致,可为开展大气密度变化规律及应用研究提供数据基础.

     

Verification and refinement of spectral magnitude calibrating functions for P-waves

Calibrating functions for determination of P-wave spectral magnitudes calculated by Duda and Yanovskaya (1994) on the basis of the IASP91 velocity model and the PREM Q-model are verified empirically. For this purpose IRIS broadband records for 120 earthquakes are used, each earthquake having been recorded at about 100 stations. The discrepancies indicate that anelastic absorption assumed in PREM is too high. New calibrating functions are calculated on the basis of the AK135 velocity and anelasticity models (Kennet et al., 1995; Montagner and Kennet, 1996), in which Q in the mantle is higher than in PREM. The verification of the new calibrating functions based on the same observations yields magnitude figures less depending on the epicentral distance. In addition the parameter ₂in the Liu-Anderson Q(T) model is estimated, proceeding from the assumption that on the average the radiated spectra comply with the ²-model. The value of ₂ was assumed to be 0.1 s in the analysis and its use resulted in the verification of the ²-model for the source spectrum.     

New calibrating functions for short-period body waves of Friuli earthquakes

n¶rt; auau uu ¶rt; mnu¶rt; n, n, g, Sg, m anmam anauu ¶rt; numa amu 2.6° ¶rt; 4.7° m aa amu uu (mau). aa, m m auum _Sg(D) mam mua ¶rt; m n¶rt;u aum¶rt; uma a uu mu.     

CZ－1型标定信号发生器

ＣＺ－１型标定信号发生器是根据国家地震局“遥测地震台网观测技术规范“和对地震观测台站的要求而研制的。它可以在地震观测现场用于对地震计和放大记录系统标定测试,也可用于实验室对放大器、滤波器等进行测试和维修,与其它常规信号发生器相比,更能满足地震局系统的需要。     

最小二乘法分段拟合标定反应谱方法

反应谱的标定方法直接关系到反应谱特征参数的确定,合理的反应谱标定方法得到的设计反应谱能够真实地表达地震动的特性,是确定地震动输入的重要环节。提出了基于坐标变换的最小二乘法分段拟合方法,通过对汶川大地震不同场地典型强震记录反应谱的标定,对比了反应谱不同的标定方法,根据反应谱标定图形的对比及误差分析认为,最小二乘法分段拟合方法是操作简便且标定结果合理的反应谱标定方法。     

抗震设计反应谱的标定方法

抗震设计反应谱是结构抗震设计的主要依据,设计反应谱的标定是确定地震动输入的重要环节。文中详细地总结了设计反应谱标定的基本原理和几种常用的设计反应谱标定方法,介绍了我国建筑抗震设计反应谱参数的确定方法和统一抗震设计反应谱的研究现状及应用前景;对不同设计反应谱标定方法中存在的问题进行了评述;提出抗震设计反应谱标定方法中有待进一步研究的问题。     

Developing collapse fragility curves for base-isolated buildings

Seismic isolation technique is increasingly used both for the design of new buildings and for the seismic retrofit of existing buildings. Nevertheless, so far, little attention has been paid on the collapse capacity of these structures, mainly because it requires refined nonlinear models and careful consideration of different sources of uncertainties. To fill this gap, a set of collapse fragility functions for existing reinforced concrete-frame buildings, designed for gravity loads only and then retrofitted with different isolation systems (including rubber-based and friction-based isolation systems), are derived in this study. For completeness, buildings with low and high seismic resistance are also considered. Collapse fragility functions are derived through incremental dynamic analysis, considering different collapse conditions both for isolation system and superstructure. For each case study building, mean and dispersion values are obtained considering both aleatory and epistemic uncertainties, due to record-to record and model variability, respectively. Finally, some comments on the possible use of the results of this study for practical applications are made.     

Fragility curves for risk-targeted seismic design maps

Seismic design using maps based on “risk-targeting” would lead to an annual probability of attaining or exceeding a certain damage state that is uniform over an entire territory. These maps are based on convolving seismic hazard curves from a standard probabilistic analysis with the derivative of fragility curves expressing the chance for a code-designed structure to attain or exceed a certain damage state given a level of input motion, e.g. peak ground acceleration (PGA). There are few published fragility curves for structures respecting the Eurocodes (ECs, principally EC8 for seismic design) that can be used for the development of risk-targeted design maps for Europe. In this article a set of fragility curves for a regular three-storey reinforced-concrete building designed using EC2 and EC8 for medium ductility and increasing levels of design acceleration \((\hbox {a}_\mathrm{g})\) is developed. These curves show that structures designed using EC8 against PGAs up to about 1 m/s \(^{2}\) have similar fragilities to those that respect only EC2 (although this conclusion may not hold for irregular buildings, other geometries or materials). From these curves, the probability of yielding for a structure subjected to a PGA equal to \(\hbox {a}_\mathrm{g}\) varies between 0.14 ( \(\hbox {a}_\mathrm{g}=0.7\) m/s \(^{2})\) and 0.85 ( \(\hbox {a}_\mathrm{g}=3\) m/s \(^{2})\) whereas the probability of collapse for a structure subjected to a PGA equal to \(\hbox {a}_\mathrm{g}\) varies between 1.7 \(\times 10^{-7}\) ( \(\hbox {a}_\mathrm{g}=0.7\) m/s \(^{2})\) and 1.0 \(\times 10^{-5}\) ( \(\hbox {a}_\mathrm{g}=3\) m/s \(^{2})\) .     

水氡仪器标定异常原因浅析

2008年8月福建省地震局水化学中心实验站对新购置的水氡仪器进行标定,标定结果出现异常：全部闪烁室K值超出《地震水文地球化学观测技术规范》所要求的取值范围,但每个闪烁室多次标定的K值的相对偏差基本小于5％,说明虽然K值超出要求,但是固体氡气源装置上标称氡射气剂量分配值是稳定的。造成标定结果异常的可能原因主要有,标定过程出现漏气,新仪器选择的各项指标有误,固体氡气源故障。更换干燥剂、橡皮管,检查每一个接口,以及闪烁室的密封性能和真空泵的抽真空性能,重新检查仪器状态均已正常后,用现用的两套仪器进行标定,以检验是否因新仪器选择的各项指标有误造成标定结果异常。两次标定结果类似,分析认为,可能是固体氡气源故障,虽然在这次标定中,固体氡气源装置上标称氡射气剂量分配值是稳定的,但可能其含量较以前发生了变化。     

Nonlinear processes in earthquake foci

The results of laboratory experiments on biaxially compressed physical models of a seismic source are presented, discussed and interpreted in terms of nonlinear dynamics; the relation is shown between the degree of seismic pulse coherency (expressed through the amplitude frequency spectra development) and energy (or magnitude) in a series of model experiments. It has been ascertained that the degree of radiated waves coherency plays a more important role concerning the seismic energy release than the size (radius) of the seismic source.The relations among individual source parameters obtained in the laboratory were tested by the analysis of three series of seismograms of aftershocks which followed the 1988 Spitak earthquake (two series) and the 1975 Oroville earthquake (one series). The fundamental effect observed in the laboratory, i.e., the growth of pulse coherency with increasing stress concentration in the focal region (reflected in growing earthquake magnitude), was clearly manifested in all three earthquake aftershock series.Due to derivation by a comparison of the above results, obtained on the basis of nonlinear dynamics with the classical source models by Brune, Madariaga and others, it seems to be namely the self-organizing of the structure itself caused by the increasing stress field in the seismic source, which can answer the question concerning the degree of energy cumulation in the earthquake focus at a given moment.     

Developing fragility curves for a pile-supported wharf

This study proposes a procedure for developing seismic fragility curves for a pile-supported wharf. A typical pile-supported wharf, as commonly used in the ports of Taiwan, is chosen for demonstration. For a structural model of the wharf, the deck is modeled by shell elements and the Winkler model is used for the pile–soil system, in which the piles and soils are represented by beam elements and springs, respectively. A pushover analysis with lateral loads distributed according to the fundamental modal shape of the wharf structure is conducted to deduce the capacity curve of the wharf. The procedure for developing fragility curves can be explicitly performed using the spreadsheet platform in Microsoft EXCEL. First, quantitative criteria for damage states are established from the sequence of development of plastic zones. Then a nonlinear static procedure called the Spectrum Capacity Method (CSM) is used to efficiently construct a response matrix of the wharf to 24 earthquake events with differing levels of peak ground acceleration (PGA). Based on the damage criteria and the response matrix, the fragility curves of the wharf can be thus constructed through simple statistical analysis. Shifted lognormal cumulative distribution functions are also employed to better approximate the fragility curves for practical applications.