A fundamental procedure and calculation formula for evaluating gravel liquefaction

Field investigations following the 2008 Ms8.0 Wenchuan earthquake identified 118 liquefaction sites, most of which are underlain by gravelly sediment in the Chengdu Plain and adjacent Mianyang area, in the Sichuan Province. Gravel sediment in the Sichuan province is widely distributed; hence it is necessary to develop a method for prediction and evaluation of gravel liquefaction behavior. Based on liquefaction investigation data and in-situ testing, and with reference to existing procedures for sandy soil liquefaction evaluation, a fundamental procedure for gravel liquefaction evaluation using dynamic penetration tests (DPT) is proposed along with a corresponding model and calculation formula. The procedure contains two stages, i.e., pre-determination and re-determination. Pre-determination excludes impossible liquefiable or non-liquefiable soils, and re-determination explores a DPT-based critical N120 blows calculation model. Pre-determination includes three criteria, i.e., geological age, gravel contents, gravel sediment depths and water tables. The re-determination model consists of five parameters, i.e., DPT reference values, gravel contents, gravel sediment depths, water tables and seismic intensities. A normalization method is used for DPT reference values and an optimization method is used for the gravel sediment depth coefficient and water table coefficient. The gravel liquefaction evaluation method proposed herein is simple and takes most influencing factors on gravel sediment liquefaction into account.     

Liquefaction macrophenomena in the great Wenchuan earthquake

On May 12, 2008 at 14:28, a catastrophic magnitude M 8.0 earthquake struck the Sichuan Province of China.The epicenter was located at Wenchuan (31.00°N, 103.40°E). Liquefaction macrophenomena and corresponding destruction was observed throughout a vast area of 500 km long and 200 km wide following the earthquake. This paper illustrates the geographic distribution of the liquefaction and the relationship between liquefaction behavior and seismic intensity, and summarizes the liquefaction macrophenomena, including sandboils and waterspouts, ground subsidence, ground fissures etc., and relevant liquefaction features. A brief summary of the structural damage caused by liquefaction is presented and discussed. Based on comparisons with liquefaction phenomena observed in the 1976 Tangshan and 1975 Haicheng earthquakes, preliminary analyses were performed, which revealed some new features of liquefaction behavior and associated issues arising from this event. The site investigation indicated that the spatial non-uniformity of liquefaction distribution was obvious and most of the liquefied sites were located in regions of seismic intensity Ⅷ. However, liquefaction phenomena at ten different sites in regions of seismic intensity Ⅵ were also observed for the first time in China mainland. Sandboils and waterspouts ranged from centimeters to tens of meters, with most between 1 m to 3 m. Dramatically high water/sand ejections,e.g., more than 10 m, were observed at four different sites. The sand ejections included silty sand, fine sand, medium sand,course sand and gravel, but the ejected sand amount was less than that in the 1976 Tangshan earthquake. Possible liquefaction of natural gravel soils was observed for the first time in China mainland.     

Research on the Seismic-Geological Conditions for a Large Transformer Substation——A Case Study in the Shimian Region, Sichuan Province

A seismic-geological disaster can obviously affect an engineering site in three aspects:the first is ground faulting caused by the earthquake;the second is strong ground motion;the third is geological disasters such as landslides,mud-rock flows and liquefaction.Through the case study of selection of the huge transformer substation in the Shimian region of Sichuan Province,this paper proposes that the activity pattern and spatial distribution of faults near the site are crucial factors for evaluating the seismic-geological conditions for the location of huge transformer substations.     

Dynamic liquefaction of Jurassic sand dunes: processes,Origins, and implications

Soft‐sediment deformation occurs in ancient eolian dune deposits, but understanding its extent and the conditions and forces behind the deformation often remains elusive. Here we gain insight into the aerial extent and environmental conditions related to intense soft‐sediment deformation, based on an exceptional three dimensional (3D) exposure of eolian dune deposits and preserved geomorphic landscape expressions in the Jurassic Navajo Sandstone at White Pocket, Vermilion Cliffs National Monument, Arizona. Deformation features include elongate northeast trending decameter‐scale mounds and raised ridges cored by deformed and upturned eolian dune sets, overlain by a massive blanket sandstone with breccia blocks. The geomorphic mounds display ~40–60 m spacing, roughly perpendicular to the southerly paleoflow dune foreset directions. The geometry of the deformation is imaged by oblique aerial photography using cameras mounted on a remote control airplane and high resolution panoramas with a robotic camera mount. We interpret the exquisitely preserved deformation features as liquefaction‐induced ground failure, consistent with theoretical and laboratory studies of deformation in saturated sand. A shallow water table affected by differential dune loading facilitated lateral spreading and failure. The transition to steady‐state flow liquefaction near the top of the shallow water table destroyed original sedimentary structure, creating a massive sand blanket that entrained brecciated blocks ripped up during flow. The water‐pressurized, upwelled sediment created the mounds (a relief inversion). In underlying deformed dune sets, deformation was intense but sedimentary structure was not obliterated as deformation progressed from initial cyclic mobility to strain‐softening, but ceased prior to steady‐state flow liquefaction. The spatial extent, topographic relief, and intensity of dynamic deformation suggest an origin of strong ground motion driven by long‐duration surface waves of a large earthquake (> Mw 7–8), possibly related to back arc thrusting from Jurassic subduction of the Pacific plate under North America. Copyright © 2014 John Wiley & Sons, Ltd.     

岷江上游堰塞湖沉积中软沉积物变形构造成因讨论

对在岷江上游及其支流河谷中的晚第四纪古堰塞湖地层中发现的大量软沉积物变形构造的类型、特征和成因进行了分析,发现这些软沉积物变形构造分为两类:一类是小型的层内变形构造,如液化卷曲变形、泄水构造、负荷构造、阶梯状微断裂等,其形成与软沉积物的塑性变形、液化和流动作用相关;另一类是崩(滑)塌体对软沉积物的扰动形成的大型褶曲构造.通过与其它成因的软沉积物变形构造的对比以及对区域构造环境的分析,得出地震、崩塌和滑坡等灾害性地质事件是造成河谷区古堰塞湖地层中软沉积物变形构造发育的最可能的驱动机制.     

2013年芦山MS7.0地震的地震地质 灾害和发震断裂探讨

在对2013年4月20日芦山M_S7.0地震灾区大量地震地质灾害实地考察及调查的基础上, 总结了滑坡、 崩塌、 砂土液化、 地裂缝、 地表变形等地震地质灾害的分布及发育特点, 探讨了地震地质灾害与发震断裂之间的关系. 极震区和重灾区的崩塌和滑坡特别严重, 是地震巨大破坏作用的外在表现形式; 砂土液化点较少, 分布范围和规模有限; 地裂缝和地表变形并非真正意义上的地震地表破裂带. 根据极震区和重灾区地震地质灾害的分布和发育特点, 认为芦山地震最有可能的发震断裂为龙门山前山断裂的双石—大川断裂, 也有可能是龙门山山前隐伏断裂的大邑断裂, 还有可能是双石—大川断裂与大邑断裂两者共同触发的结果.      

川东弧形带三维构造扩展的AFT记录

对川东弧形褶皱带北段、中段和南段的三条剖面,进行了7件样品的磷灰石裂变径迹(AFT)测试,结合前人已发表的4件样品,分析模拟了主要背斜的隆升－剥露热历史.结果表明川东弧形带主体构造变形时间为135→65 Ma,即早白垩世早期到晚白垩世晚期.进而建立并对比了三条剖面的构造变形时序,揭示出川东弧形带的三维构造扩展历史:(1) 平行于构造线走向,表现为从中心向两翼的构造扩展,弧形带中段的构造变形最早,起始时间为早白垩世早期(约135 Ma),北段和南段的变形较晚,起始时间为早白垩世晚期(约100 Ma);(2) 垂直于构造线走向,在弧形带北段和中段均表现为由东向西的构造扩展,而在弧形带南段,由于受到前缘华蓥山断裂的影响,表现为自西向东的变形时序.川东弧形带的三维构造扩展历史暗示了"弯山构造"的成因模式,以及华蓥山先存断裂对弧形构造的限制作用.     

黄土液化机理和判别标准的再研究

本文结合作者的试验研究和国外最新研究进展对黄土液化问题作了一些深入讨论。在一定的条件下,黄土可能发生液化,而且相当一部分黄土符合“修正的中国标准”。从液化机理上讲,黄土液化属于流滑。试验研究发现,黄土液化过程与应变发展有内在的联系,因而在动三轴试验中用轴向应变作为黄土初始液化的判别条件更符合实际。最后,通过对俄罗斯、美国和中国黄土的对比研究,作者认为黄土的粒度组成对黄土的液化特性有明显的影响。     

复杂场地条件下砂土液化的判别问题

从简单场地条件下砂土液化的判别入手,系统介绍一般场地液化判别的基本步骤,重点分析在复杂工程场地条件下,如何全面考虑各种因素以合理选取地震液化判据。文中结合某大桥地基土液化判别实例,多方位探讨判别特殊重大工程地基土液化的有效方法,讨论了液化深度问题,与此同时,尚考虑到液化和滑塌等地质灾害的相关效应     

A STUDY ON SEDIMENT PROBLEMS IN THE GONGZUI RESERVOIR

IINTRODUCTIONTheannualaverageruff-offinthewatershedoftheGongzuiReservoiris50billioncubicmeterswithanaveragesedimentloadof34.7milliontonsperyear.Finesedimentwithd,,=0'055mmcompose97%oftheiota]sedimentload.Theannualcoarsegravelpericleswithd,,=58.5mmisaboutonemilliontons.TheendofbackWateris38kmawayfromthedam.Thereservoirwasoriginallydesignedtoatotalstoragecapacityof374millioncubicmeters,inwhich102millioncubicmetersisregulationstoragecapacityand243millioncubicmetersis'dead'storagecapacityfo…     

液化识别方法盲测对比——以2011年2月22日新西兰6.3级地震为例

液化实时监测作为减轻地震灾害的新手段,其核心技术是建立依据强震记录识别场地液化的方法,但目前所提出的方法十分有限,可靠性也缺少实际地震检验.2011年新西兰地震中液化及其震害现象显著,为检验现有液化识别方法提供了条件.目前已有并可供程使用的四种液化识别方法为:Miyajima法、Suzuki法、KY法(Kostadin...     

Documentation of soil conditions at liquefaction and non-liquefaction sites from 1999 Chi–Chi (Taiwan) earthquake

The 1999 Chi–Chi, Taiwan, earthquake provides case histories of ground failure and non-ground failure that are valuable to the ongoing development of liquefaction susceptibility, triggering and surface manifestation models because the data occupy sparsely populated parameter spaces (i.e. high cyclic stress ratio and high fines content with low to moderate soil plasticity). In this paper, we document results from several large site investigation programs conducted in Nantou, Wufeng and Yuanlin, Taiwan. The seismic performance of the investigated sites include non-ground failure building and free-field sites, building sites with partial foundation bearing failures, free-field lateral spread sites, and free-field level ground sites with sediment boils. Field and laboratory investigation protocols for the sites are described, including cone penetration testing (some with pore pressure and shear wave velocity measurements) and rotary wash borings with standard penetration testing (including energy measurements). Implications of the SPT energy measurements with respect to established guidelines for the estimation of SPT energy ratio (including short rod corrections) are presented. Finally, data for three example sites are shown that illustrate potential applications of the data set, and which also demonstrate a condition where existing liquefaction analysis procedures fail to predict the observed field performance.     

区域土壤地震液化预测简化方法

利用可大范围获取的空间参数给出区域土壤液化的评估方法,可预估震前各地区土壤液化可能性,可快速评估震后震区土壤液化情况,对预防减轻地震灾害以及地震快速响应救援都具有重要意义的.本文以我国1976唐山大地震液化调查资料为背景,提出了区域土壤液化预测的四参数简化评估方法,并用2011年新西兰基督城地震进行了检验.选取场地平均剪切波速V s30、复合地形指数CTI、场地到河流的距离DR以及地面峰值加速度PGA,分别代表土壤密实程度、饱水状态、地质年代和遭遇的地震作用大小,并基于我国唐山地震液化区域调查资料生成的样本,运用经典二元Logistic回归方法,建立了区域土壤液化预测模型和评估公式,回归检验结果良好,整体回判成功率为77%,非液化和液化区域成功率分别为73%和78%.将公式应用于评估2011年新西兰基督城地震液化情况,区域液化和非液化成功率分别为82%和88%,总体成功率为84%.以上结果表明本文模型可靠,方法正确,可用于区域土壤液化震前预估以及土壤液化震后快速评估.     

某长江大桥深度超过15米的砂土层液化势的综合评价

不同抗震设计规范的砂土液化判别方法或国内外其他有代表性的液化判别方法所采用的地震动参数和土性指标及其埋藏条件是不同的,因而采用这些方法对同一工程场地进行液化势预测时其评价结果通常有一些差异,甚至会得到相反的结论。为了给重大工程建设提供较为合理、可信的地基液化势预测结果,采用多种液化判别方法进行场地液化势的综合评价是比较客观的,也是必要的。本文结合某长江大桥桥基工程,采用建筑抗震设计规范的砂土液化判别方法、国内外有代表性的液化判别方法、有限元数值分析法等多种方法逐一对该工程场地砂性土层进行液化判别,并结合室内动三轴液化试验结果,对主桥墩不考虑冲刷条件和考虑一般冲刷深度5m条件时的砂性土层进行了液化势的综合评价,并将各土层的液化势分为液化、可能液化和不液化3个等级,得到了较为合理可靠的判别结果。     

以剪切波速为宗量的一种砂土地震液化的不确定性判别法

利用基于剪切波速的砂土液化判别法，本文提出了一种可考虑剪切波速的随机性和液化及液化危害等级的模糊性的液化和液化危害等级的判别法。作者首先讨论了当剪切波速具有随机性时液化的发生概率，进而给出了确定场地液化和危害程度的发生概率。在此基础上，结合液化和液化危害程度（等级）的模糊性，利用模糊事件的概率分析方法，提出了可同时考虑随机性和模糊性的场地液化和液化危害性的发生概率的计算方法。     

Assessment of liquefaction evaluation procedures and severity index frameworks at Christchurch strong motion stations

The objective of the study presented herein is to assess three commonly used CPT-based liquefaction evaluation procedures and three liquefaction severity index frameworks using data from the 2010–2011 Canterbury earthquake sequence. Specifically, post-event field observations, ground motion recordings, and results from a recently completed extensive geotechnical site investigation programme at selected strong motion stations (SMSs) in the city of Christchurch and surrounding towns are used herein. Unlike similar studies that used data from free-field sites, accelerogram characteristics at the SMS locations can be used to assess the performance of liquefaction evaluation procedures prior to their use in the computation of surficial manifestation severity indices. Results from this study indicate that for cases with evidence of liquefaction triggering in the accelerograms, the majority of liquefaction evaluation procedures yielded correct predictions, regardless of whether surficial manifestation of liquefaction was evident or not. For cases with no evidence of liquefaction in the accelerograms (and no observed surficial evidence of liquefaction triggering), the majority of liquefaction evaluation procedures predicted liquefaction was triggered. When all cases are used to assess the performance of liquefaction severity index frameworks, a poor correlation is shown between the observed severity of liquefaction surface manifestation and the calculated severity indices. However, only using those cases where the liquefaction evaluation procedures yielded correct predictions, there is an improvement in the correlation, with the Liquefaction Severity Number (LSN) being the best performing of the frameworks investigated herein. However scatter in the relationship between the observed and calculated surficial manifestation still remains for all liquefaction severity index frameworks.     

关于砂土液化判别的若干意见

简要回顾了我国抗震规范中液化判别方法的发展历史,并对我国若干规范中的液化初步判别的条文进行了比较,提出了修改意见;对我国有代表性的几种液化判别方法及基于Seed简化方法修正的美国NCEER法进行了评述和综合对比,指出了我国现行若干规范中有关液化判别规定方面的错误;此外,还将GB50011－2001《建筑抗震设计规范》液化判别公式转变为类似于NCEER法的表达式,拓宽了该规范方法的应用范围。最后,结合某长江大桥工程的地基液化判别工作,探讨了深层土液化判别的可能性,结果表明,本文建议的方法是可行的。     

基于Monte Carlo模拟技术的液化危险性分析

利用Monte Carlo模拟技术考虑了震源和震级的贡献及抗液化阻力的概率分布,将液化安全系数的倒数作为工程需求参数,对土层的液化危险性作概率估计,可以满足基于性态的抗震设计对于不同设防水平工程场地液化安全判定的要求。在文中应用该方法对北京地区若干场址多种设定土层情况分别进行了液化危险性分析,并在所得的大量模拟样本的基础上,引入液化需求锤击数基准值概念和土层埋深水位影响系数,进行统计分析,提出了本地区简化的液化危险性估计方法。验算表明,该简化方法有一定的合理性,也便于一般设防工程使用。作者认为其它地区也可以依此途径建立适合于该地区的液化危险性的估计方法。     

基于2011年新西兰地震的CPT液化特征研究

2011年2月22日,新西兰第二大城市克赖斯特彻市附近发生Ms6.3级地震,震中位于克赖斯特彻市西南10km处,震源深度为5km.地震造成了大量的人员伤亡和经济损失,重建费用估计高达40亿新西兰元,得到共识是砂土液化为震害主因.此次地震,液化震害极为严重,喷砂冒水范围广泛分布于城市内外,引起大量次生灾害,地震也为砂土液...     

Gravelly soils that liquefied during 2008 Wenchuan,China earthquake, Ms=8.0

Field investigations following the 2008 Wenchuan earthquake (M_s=8.0) identified 118 liquefaction sites nearly all of which are underlain by gravelly sediment in the Chengdu Plain and adjacent Mianyang area. Field studies, including core drilling, dynamic penetration tests (DPT), and multiple channel analysis of surface wave velocity tests (MASW) for measurement of shear wave velocities, reveal the following: (1) Sand boils and ground fissures, indicative of liquefaction, occurred across hundreds of square kilometers affecting 120 villages, 8 schools and 5 factories. (2) The Chengdu plain is underlain by sandy gravels ranging in thickness up to 540 m; loose upper layers within the gravels beds liquefied. (3) Mean grain sizes for gravelly layers that liquefied range from 1 mm to more than 30 mm. (4) Shear wave velocities in gravels that liquefied range up to 250 m/s. (5) A 50% probability curve, developed from logistic procedures, correctly bounds all but four data points for the 47 compiled V_s data.