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1.
Based on seismological, geodynamic, and seismotectonic data on a series of strong earthquakes which occurred in 2016–2017 in central Italy, the tectonic positions and geological manifestations of these events are determined. The aftershock processes of these earthquakes are studied. It is found that epicentral clouds of mainshocks and aftershocks almost overlapped each other, so these earthquake sources in aggregate can be classified as a high-magnitude earthquake swarm.  相似文献   

2.
Assessment of the liquefaction potential is one of the important aspects for earthquake hazard assessment. Liquefaction in the sediments during earthquake events may cause significant ground deformation, which in turn, may lead to significant structural damages to civil or engineering structures, further leading to loss of life and property. Liquefaction in sediments occurs in specific geological and geoenvironmental conditions under the influence of a certain level of earthquake shaking.In this paper an assessment of the liquefaction potential of the sediments present in and around Chandigarh has been made. The sub-surface disposition and geotechnical properties of the sedimentary units mapped and depth wise probed by drilling 24 shallow boreholes prima facie indicates susceptibility of interlayed sequence to liquefaction. The conditioning factors and geoenvironmental conditions essential for occurrence of liquefaction have been integrated and analysed to determine potential areas for liquefaction around the Union Territory of Chandigarh with respect to different levels of ground acceleration values expected in the area due to earthquake events.  相似文献   

3.
汶川地震液化土层类型验证及土性分析   总被引：1，自引：0，他引：1  
2008年5月12日汶川特大地震中,除在山区引发了大量山体滑坡、崩塌和泥石流外,在成都平原等地液化现象也十分普遍。液化主要分布在含砂、砾石和卵石等的第四系地层。依据地层分布特征和地震烈度,选择6个典型液化点（带）进行现场勘测和试验,以验证液化土层类型、了解液化土层的土性特征,并检验《建筑抗震设计规范》中液化判别方法的适应性。结果表明：(1) 典型液化点土类包含砂、砾石和卵石等,6个验证点中有2个为砂层液化(其中1个为砾砂)、3个为砾石层液化和1个为卵石层液化;(2) 与非液化地层相比,液化地层结构松散,均匀性差,颗粒大小分布曲线较平缓,不均匀系数较大,其中液化砂土级配良好,砾石和卵石级配不良;(3) 依据《建筑抗震设计规范》液化判别方法,将验证点1中砂液化判为非液化,其余5个验证点由于含较多粗颗粒,因无法进行标准贯入试验而无法进行液化判别。  相似文献   

4.
National and international seismic codes and recommendations provide criteria for liquefaction exclusion based on a peak ground acceleration (PGA) threshold value. In this paper, after a brief review of the procedures and the values suggested in those documents, a database of liquefaction case histories was created, exploiting the background data used in the most relevant verification charts, currently employed in research and professional practice. This dataset was used to identify, on the basis of simple statistical analyses, a PGA threshold on the free ground surface below which liquefaction is unlikely to occur, regardless of the geological site conditions. The calculated value, which is on the order of 0.07–0.1 g, based on the model employed to fit the data, was analyzed in light of information collected during the 2012 Emilia seismic sequence in Italy, which produced many liquefaction events triggered by low acceleration values. The case history of the Emilia earthquake advises setting a PGA threshold for code and recommendations at the lower probability level of occurrence, in the order of 1 %.  相似文献   

5.
Great earthquakes in the past (e.g. 1869 Cachar earthquake, 1897 great Assam earthquake) have caused large scale damage and ground liquefaction in the Guwahati city. Moreover, seismologists are of opinion that a great earthquake might occur in the unruptured segment of the North-East Himalaya that is near to Guwahati city. In this paper, the liquefaction hazard due to these events have been simulated. The obtained results are in general agreement with the reported damages due to the past earthquakes. The central part of the city (i.e. Dispur, GS road), that has large thickness of soft soil deposit and shallow ground water table, is highly vulnerable to liquefaction.  相似文献   

6.
Geohazards induced by the Lushan Ms 7.0 earthquake on April 20, 2013 mainly have four types: collapse, landslide, slope debris flow, and sand-soil liquefaction. These geohazards mainly occurred near the epicenter, on steep slopes or below cliffs in high mountain and deep valley areas, and at or near fault ends. They have no obvious relationships to active faults, but their relationships to the weathering degree and structures of rock and rock mass are obvious. Compared with the Wenchuan Ms 8.0 earthquake on May 12, 2008, the Lushan earthquake is relatively little in the impact force and the throwing amount. All of these should be related to the magnitude of this earthquake, not very large but not very little. This character of the Lushan earthquake would make some processes uncompleted so as to bring about some concealed geohazards. Finally, in order to deal with challenges presented by such conceal geohazards, some brief recommendations are put forward.  相似文献   

7.
India is prone to earthquake hazard; almost 65 % area falls in high to very high seismic zones, as per the seismic zoning map of the country. The Himalaya and the Indo-Gangetic plains are particularly vulnerable to high seismic hazard. Any major earthquake in Himalaya can cause severe destruction and multiple fatalities in urban centers located in the vicinity. Seismically induced ground motion amplification and soil liquefaction are the two main factors responsible for severe damage to the structures, especially, built on soft sedimentary environment. These are essentially governed by the size of earthquake, epicentral distance and geology of the area. Besides, lithology of the strata, i.e., sediment type, grain size and their distribution, thickness, lateral discontinuity and ground water depth, play an important role in determining the nature and degree of destruction. There has been significant advancement in our understanding and assessment of these two phenomena. However, data from past earthquakes provide valuable information which help in better estimation of ground motion amplification and soil liquefaction for evaluation of seismic risk in future and planning the mitigation strategies. In this paper, we present the case studies of past three large Indian earthquakes, i.e., 1803 Uttaranchal earthquake (Mw 7.5); 1934 Bihar–Nepal earthquake (Mw 8.1) and 2001 Bhuj earthquake (Mw 7.7) and discuss the role of soft sediments particularly, alluvial deposits in relation to the damage pattern due to amplified ground motions and soil liquefaction induced by the events. The results presented in the paper are mainly focused around the sites located on the river banks and experienced major destruction during these events. It is observed that the soft sedimentary sites located even far from earthquake epicenter, with low water saturation, experienced high ground motion amplification; while the sites with high saturation level have undergone soil liquefaction. We also discuss the need of intensifying studies related to ground motion amplification and soil liquefaction in India as these are the important inputs for detailed seismic hazard estimation.  相似文献   

8.
The 1999 Kocaeli earthquake of Turkey (Mw = 7.4) caused great destruction to buildings, bridges and other facilities, and a death tall of about 20,000. During this earthquake, severe damages due to soil liquefaction and associated ground deformations also occurred widespread in the eastern Marmara Region of Turkey. Soil liquefaction was commonly observed along the shorelines. One of these typical sites is Sapanca town founded on the shore of Lake Sapanca. This study was undertaken as quantitative measurement of ground deformations induced by liquefaction along the southern shore of Lake Sapanca. The permanent lateral ground deformation was measured through the aerial photogrammetry technique at several locations both along the shoreline and in the town. In situ soil profiles and material properties at Sapanca area were obtained based on the data from 55 borings and standard penetration tests (SPT), and laboratory tests, respectively. The data and the empirical methods recommended by an NCEER workshop were employed to evaluate the liquefaction resistance of the soils. In addition, simple shaking tests on a limited number of samples were also performed. The permanent ground displacements were estimated from the existing empirical models, sliding block method and residual visco-elastic finite element methods. Then these estimations were compared with the observed ground displacements. The assessments suggested that liquefaction at Sapanca have occurred within Quaternary alluvial fan deposits at depths 1 and 14 m, and the major regions of liquefaction and associated ground deformations were located along the shore and creeks. The evaluations also indicated that for sites with no sand boils but with ground displacement greater than 1 m, thickness of the non-liquefiable layer was large. It is also noted that no liquefaction-induced ground surface disruption is expected at the site when the thickness of the liquefiable and non-liquefiable layers vary between 0.5 and 1.5 m, and 3.5 and 5.5 m, respectively. Except one model, all the empirical models employed in the study over-predicted the observed lateral ground displacements, while sliding block method and residual visco-elastic finite element methods yielded reasonably good results if the known properties of liquefied soils are used.  相似文献   

9.
During the 2011 Great East Japan Earthquake, severe liquefaction occurred in reclaimed ground in Urayasu city, Chiba prefecture. This liquefaction provided important lessons for us to re-recognize the liquefaction mechanism. A distinct feature of the liquefaction in this earthquake is that severe liquefaction happened not only in the main shock but also in an aftershock with a maximum acceleration of 25 gal. In some areas, liquefaction happened in the aftershock is even more serious than that happened in the main shock. In this paper, focus is placed on the characteristic features in the occurrence of liquefaction and consequent ground settlement. Based on the observed data, a series of dynamic–static analyses, considering not only the earthquake loading but also static loading during the consolidation after the earthquake shocks, are conducted in a sequential way just the same as the scenario in the earthquake. The calculation is conducted with 3D soil–water coupling finite element–finite difference analyses based on a cyclic elasto-plastic constitutive model. From the results of analyses, it is recognized that small sequential earthquakes, which cannot cause liquefaction of a ground in an independent earthquake vibration, cannot be neglected when the ground has already experienced liquefaction after a major vibration. In addition, the aftershock has great influence on the long-term settlement of low permeability soil layer. The observed and predicted liquefaction and settlements are compared and discussed carefully. It is confirmed that the numerical method used in this study can describe the ground behavior correctly under repeated earthquake shocks.  相似文献   

10.
2008年5·12特大地震中,位于甘肃省清水县郭川乡的田川村发生了饱和黄土的液化滑移灾害。本文首先在对田川场地进行考察的基础上,综合田川在汶川地震中的震害情况以及滑移区的地形条件,将该地区在汶川地震中的烈度进行了修正。其次对田川黄土进行了物性指标测试以及室内动三轴液化试验,根据试验结果,综合考虑产生液化所需的场地及土性条件、黄土的动强度和液化特性,对田川黄土液化灾害进行了分析,并采用反应分析的方法对其进行了液化判定。研究结果证明了田川黄土液化的事实存在性,为低烈度区黄土液化提供了新的震害依据。

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11.
Kachchh region of India is a rift basin filled with sediments from Jurassic to Quaternary ages. This area is tectonically active and witnessed several major earthquakes since the recent historical past. During an earthquake event, the water-laden foundation soil liquefies and causes damage to buildings and other civil engineering structures. The January 26, 2001, Bhuj earthquake demonstrated extensive liquefaction-related damages in entire Kachchh Peninsula. Therefore, evaluation of liquefaction susceptibility of unconsolidated sediments is a vital requirement for developing seismic microzonation maps. In this paper, a new approach involving remote sensing techniques and geotechnical procedures is demonstrated for effective mapping of liquefaction-susceptible areas. The present and paleo-alluvial areas representing unconsolidated sediments were mapped using Landsat-TM data and field reflectance spectra. Spectral discrimination of alluvial area was made using the feature-oriented principal component selection and spectral angle mapping techniques. Subsequently, field geotechnical investigations were carried out in these areas. It is evident from the results that the alluvial soils are predominantly sandy loam with very low (7–28) standard penetration test values. The evaluated factor of safety for these soils varies from 0.43 to 1.7 for a peak ground acceleration of 0.38. Finally, a liquefaction susceptibility map is prepared by integrating results on alluvium distribution, factor of safety, and depth to water table.  相似文献   

12.
Analysis of earth dams affected by the 2001 Bhuj Earthquake   总被引：3，自引：0，他引：3  
An earthquake of magnitude of 7.6 (Mw 7.6) occurred in Bhuj, India on January 26, 2001. This event inflicted damages of varying extents to a large number of small to moderate size multi-zone earth dams in the vicinity of the epicenter. Some of the distress was due to the liquefaction of saturated alluvium in foundation. Liquefaction was relatively localized for the majority of these dams because the earthquake struck in the middle of a prolonged dry season when the reservoirs behind these dams were nearly empty and shallow alluvium soils underneath the downstream portions of the dams were partly dry. Otherwise, liquefaction of foundation soils would have been more extensive and damage to these dams more significant. Six such dams have been examined in this paper. Four of these facilities, Chang, Shivlakha, Suvi, and Tapar were within the 50 km of epicenter region. These dams underwent free-field ground motion with peak ground accelerations between 0.28g to 0.52g. Of these Chang Dam underwent severe slumping, whereas Shivlakha, Suvi, and Tapar Dams were affected severely especially over the upstream sections. Fatehgadh Dam and Kaswati Dam were affected relatively less severely. Foundation conditions underneath these dams were first examined for assessing liquefaction potential. A limited amount of subsurface information available from investigations undertaken prior to the earthquake indicates that, although the foundation soils within the top 2.0 to 2.5 m underneath these dams were susceptible to liquefaction, Bhuj Earthquake did not trigger liquefaction because of lack of saturation of these layers underneath the downstream portions of these dams. These dams were then analyzed using a simple sliding block procedure using appropriate estimates of undrained soil strength parameters. The results of this analysis for these structures were found to be in general agreement with the observed deformation patterns.  相似文献   

13.
Liquefaction potential (LP) assessment plays a significant role in damages due to earthquake. The spirit underlying the present work is the evaluation of LP by correlating most significant parameters reflecting the dynamic response of soil with actual field behavior wherein an attempt of integrating the effect of dynamic soil properties and ground motion parameters simulating the actual site conditions is being made. Accordingly, a dynamic response–based Elementary Empirical Liquefaction Model (EELM) is proposed by processing a total of 314 reported case records covering a wide range of parameters demarcating “yes” and “no” zones of liquefaction. The method to develop the EELM essentially consists of evaluation of liquefaction potential, defining functional form of EELM representing dynamic response of soil to earthquake shaking, collection of data, computation of model parameters and formulation followed by validation of the model. The proposed empirical model though in fundamental form is found to perform fairly well resulting into an overall success rate of 86 % for both liquefaction and non-liquefaction points with significantly high success rate of 98 % for liquefied cases. Comparison of predictive performance of the proposed EELM with other approaches shows higher efficiency and thus signifies the theme of employing integrated approach.  相似文献   

14.
At trenches a few earthquake swarms of low magnitude have been observed before the medium size earthquake swarms. The first swarm was designated as precursory swarm and the second as mainshocks. Seismicity fluctuations before six such mainshocks events of medium size earthquakes of magnitudes ranging from 5.3 to 6.1 occurring in the east belt of Taiwan region have been discussed. A precursory gap between the precursory swarm and mainshock events has been observed. The duration of the gaps increases with magnitudes of the mainshocks suggesting a causal relationship between the two. Regression equations between the largest magnitude in the precursory swarms, the largest mainshock magnitude and the precusory gaps have been given.  相似文献   

15.
高速远程地震黄土滑坡发生机制试验研究   总被引：2，自引：1，他引：1  
1920年海原大地震触发了多处典型高速远程地震黄土滑坡,本文在对西吉党家岔滑坡进行野外调研的基础上,采集了具有代表性的滑带土作为试验样品,以1940年5月18日美国帝国谷强震记录作为波动输入,利用DPRI环剪试验机,对该滑坡的发生机制进行了一系列环剪试验研究。结果表明,地震发生时,坡体潜在滑面的滑带土在强震作用下发生的滑动面液化（Sliding surface liquefaction）现象是导致高速远程滑坡形成的一个重要因素。伴随着滑动面液化过程,滑体产生了逐渐增大的剪切位移及孔隙水压力（地震力作用结束瞬间已分别达到2.03m及104kPa）,并获得了较大的速度,为高速远程滑坡的发生提供了条件。  相似文献   

16.

Soil liquefaction on 28 September 2018 in Palu, Indonesia, included one of the largest soil movements ever, where objects on the ground surface moved hundreds of meters away and settlements sank into the mud. Some preliminary studies show that in addition to a strong earthquake, there are strong indications that a confined aquifer in the Palu valley worsened the liquefaction. The role of the confined aquifer can be recognized early on from one of various signs, namely the presence of massive surface inundations suspected due to groundwater expulsion which is thought to originate mostly from the confined aquifer. This paper describes the mechanism of the soil liquefaction in Palu from the perspective of earthquake hydrogeology, focusing on the groundwater expelled from an unconfined aquifer and especially from the underlying confined aquifer through hydraulic inter-connection between the two, which is possible due to simultaneous interaction of excess pore pressure dissipation and enhanced permeability driven by an earthquake in the near field. If this hypothesis proves to be strong, there are implications for engineering practices because the evaluation of potential soil liquefaction carried out currently in the geotechnical engineering field generally only involves the role of shallow groundwater and/or the unconfined aquifer and the role of soil layers not deeper than 30 m from the ground surface. It may be necessary to complement current evaluation practice with an evaluation of the deep groundwater response to earthquakes, especially if the deep groundwater is artesian and productive, with a relatively thin confining layer.

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17.
回顾了1989年美国Mw6.9级Loma Prieta地震、1993年日本Ms7.8级Kushiro-Oki地震、1994年日本Mw8.2级Hokkaido Toho-Oki地震、1995年日本Ms7.2级阪神地震、1999年台湾集集地震、1999年土耳其Mw7.4级Kocaeli地震、2001年美国Mw6.8级Nisqually地震以及2011年Mw9.0级东日本地震中场地抗液化工程措施的成功案例,初步分析了各种抗液化工程措施的有效性与优劣性,可以给出如下工程场地抗液化处理的经验：（1）对于易液化的沿海及填海造陆场地,采用适宜的抗液化工程措施应成为地基处理不可缺少的环节;（2）应基于场地条件、经济条件及环境要求,综合考虑场地抗液化地基处理措施的选择;（3）挤密砂桩法和碎石桩法运用广泛、技术成熟且比较经济,宜优先选择作为抗震设防烈度Ⅷ度及以下地区的场地抗液化地基处理措施;（4）强夯法使用机具简单、费用低廉,适宜选择作为抗震设防烈度Ⅷ度及以下地区大面积场地的抗液化地基处理措施;（5）注浆法、深层搅拌法、旋喷法作为抗震设防烈度Ⅸ度及以下地区的场地抗液化地基处理措施是有效的;（6）多种抗液化地基处理措施联合使用的处理效果往往优于单一措施单独使用的处理效果,在条件许可的情况下,宜选择多种抗液化地基处理措施联合使用,以期达到更好的处理效果。  相似文献   

18.
2016年11月25日新疆阿克陶县木吉乡发生MS6.7地震,发震构造为公格尔山拉张系北端的木吉断裂,断裂总长度超过100 km,以右旋走滑为主兼有一定的拉张分量。文章在对震区进行了初步的地震地质灾害调查,总结砂土液化和地裂缝在高原季节性冻土地区的分布及发育特点的基础上,发现:1)在研究区Ⅰ维日麻村的砂土液化主要沿原有泉眼或沿地裂缝发育,沿泉眼形成的砂土液化其喷砂锥的覆盖面积达36.1 m2,占总液化面积的60%,研究区Ⅱ布拉克村的砂土液化则主要是沿草甸的根系喷出,在地表形成大面积的最新涌水结冻特征;2)对研究区Ⅱ布拉克村地裂缝的深度进行统计,反演出区域冻土层厚度,结合探槽揭露的地层剖面,推断冻土层发生大面积地裂缝是因为地震引起冻土层下部融土层发生砂土液化导致土层变形失稳,从而使冻土层发生形变产生一系列规律性的地裂缝。  相似文献   

19.
Flood stories in the Hebrew Bible and the Koran appear to be derived from earlier flood stories like those in the Gilgamesh Epic and still earlier in the Atrahasis. All would have their source from floods of the Tigris and Euphrates rivers.

The Gilgamesh Epic magnifies the catastrophe by having the flood begin with winds, lightning, and a shattering of the earth, or earthquake. Elsewhere in Gilgamesh, an earthquake can be shown to have produced pits and chasms along with gushing of water. It is commonly observed that earthquake shaking causes water to gush from the ground and leaves pits and open fissures. The process is known as soil liquefaction. Earthquake is also a possible explanation for the verse “all the fountains of the great deep (were) broken up” that began the Flood in Genesis. Traditionally, the “great deep” was the ocean bottom. A more recent translation substitutes “burst” for “broken up” in describing the fountains, suggesting that they erupted at the ground surface and were caused by an earthquake with soil liquefaction. Another relation between soil liquefaction and the Flood is found in the Koran where the Flood starts when “water gushed forth from the oven”. Soil liquefaction observed erupting preferentially into houses during an earthquake provides a logical interpretation if the oven is seen as a tiny house. A case can be made that earthquakes with soil liquefaction are embedded in all of these flood stories.  相似文献   


20.
The Bhuj earthquake of January 26th, 2001, induced wide spread liquefaction within the Kachch peninsula. It has been pointed out that inundation due to soil liquefaction was short lived in some parts than in others in the affected region. Several geological, seismological and hydrological factors would have cumulatively contributed to these observed changes. We simulate in this article, undrained or short-term change in pore pressure in a poroelastic half space, in response to a simplified model of the Bhuj earthquake source. We find that the regions of relatively shorter lived inundation due to soil liquefaction may fall in the region where pore pressure responsible for soil liquefaction attributable to strong ground shaking was counteracted by pore pressure changes due to undrained poroelastic effect and vice versa.  相似文献   

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