土层非线性地震反应分析方法研究
|
摘要
土层非线性地震反应分析方法研究是当前岩土地震工程研究领域的重要内容。土层地震反应分析技术也是当前工程场地地震安全性评价的核心技术之一。早在20世纪初人们就从旧金山大地震的震害中发现场地条件对地震动有一定影响,为合理估计场地条件对地表地震动的影响,人们把场地简化为物理力学模型,提出各种土体动力本构模型,利用解析或数值的方法对场地地震动响应进行求解。当前,工程上应用最为广泛的土层地震反应分析方法依然是等效线性化方法。等效线性化方法把土体非线性问题转化为线性问题近似求解土体动力反应,它在工程应用中存在一些不合理的情况,主要原因是没有恰当的土体动力应力应变关系;此外,历次震害调查表明,特殊场地上烈度异常是地震中经常遇到的现象,特别是软弱场地上震害尤为严重,软土场地震害研究也是当前工程抗震领域中研究的热点问题之一。鉴于此,本文就土层非线性地震反应方法和汶川地震中特殊场地上烈度异常开展了相关的研究工作。主要研究内容如下:
1、指出了现行土层地震反应分析方法存在的问题
现行土层地震反应分析方法为工程上广泛应用的等效线性化方法。简要介绍了等效线性化方法的基本原理,总结了其优、缺点,简述了其最新进展。通过具体的算例,再现了等效线性化方法在实际工程应用中存在的几个主要问题,即个别离散点个数计算失效、计算软土层时结果异常、地震动输入较大时计算结果不合理、有些情况下出现死循环等。并提出现行土层地震反应方法改进的方向。
2、构造了指数形式土体动力本构模型
基于指数函数的有界性、函数曲线形状以及构造土体动力本构模型的一般原则,把函数在(-∞,0]区间上的图像进行翻转、平移、放缩,从而构造出土体的动力本构模型的骨架曲线。在卸载和反向加载时,采用与骨架曲线相同的函数形式,并以前一次卸载开始点作为起点,以土体的极限应力水平作为渐近线,构造出土体动力本构模型的滞回曲线。在此基础上构造出适用于非对称循环荷载的指数形式土体动力本构模型(简称UE模型)。UE模型具有四个特点:第一,适用于非对称循环荷载;第二,记忆量小;第三,卸载再加载滞回曲线自动满足Masing准则;第四,模型参数少,物理意义明确,可用常规试验确定。
3、利用共振柱试验检验了UE模型
推导了UE模型等效剪切模量比的表达式。利用西安阎良区地震小区划工作中若干土样的共振柱试验结果,对所提出的UE模型进行了验证,结果表明UE模型能很好的拟合共振柱的实验结果。同时利用UE模型对剪切模量的推荐值进行了拟合,拟合结果也证明了UE模型的可靠性。
4、检验了基于UE模型的土层非线性地震反应分析方法
根据UE模型形成了一维土层非线性地震反应分析方法,并编制了相应的计算机程序NDSoilUE-1D。利用响嘡三维台阵的强震记录对NDSoilUE-1D程序进行了检验,地表加速度反应和谱比分析结果表明,新方法较等效线性化能更合理地反映土体非线性特性随输入地震动强度由小到大而由弱变强的趋势。
5、初步研究了汶川地震中特殊场地的影响
为探究汶川特大地震中汉源县城出现了烈度异常现象的原因,在对地震现场震害、附近地形地貌详细调查的基础上,结合收集到场地资料,根据震害轻重布设了五个地脉动测点,测试结果表明,震害严重区的场地卓越周期较大,并且明显大于震害较轻的场地。初步研究表明汉源县烈度异常是由于场地土软弱造成的。从砂土液化角度指出了背后山滑坡是汉源县城安全的潜在威胁。
The study on method of seismic response analysis of nonlinear soil layers is an important content in research domain of geotechnical earthquake engineering now. The technique of soil layers seismic response analysis is also one of core techniques in seismic safety evaluation of engineering sites currently. Early in the beginning of 21th century, site conditions having certain effect on ground motion had been found from seismic damage of The Great 1906 San Francisco Earthquake. In order to estimate reasonably the effection of site conditions on ground motion, researchers predigest sites into mechnics models, suggest all kinds of soil dynamic constitutve models, and estimate sites’response of ground motion by analytical or numerical methods. Currently, the seismic response analysis method of soil layers applied in engineering widely is equivalent linear method all the same. The soil nonlinear problem is translated into linear problem in equivalent linear method when equivalent linear method is used to estimate site’s sesmic response. For having no appropriate dynamic constitutve model, some unreasonable situations have been found from the engineering application of equivalent linear method. Further more, intensity anomaly is a phenomenon fallen across frequently when earthquakes accur. Espelcially, seismic disaster of soft site is more serious. The study on earthquake disaster of soft site is also a hotspot in the research domain of earthquake engineering. In view of these facts, in this paper some research works are made of method of seismic response analysis of nonlinear soil layers and intensity anomaly phenomenon of special site in Wenchuan earthquake. The main works is as blow:
1. Some problems of current method of seismic response analysis of soil layers are pointed out
Current method of response analysis of soil layers is equivalent linear method which is widely applied in ingineering. The basic principle of equivalent linear method is introduced in brief, its merits and shortcomings are summarized, the latest progress of equivalent linear method is also introduced. Engineering examples show some main problems of the method applied in engineering, the problems are as following: the method cannot compute when the acceleration time historys have a certain discrete points, the result is abnormal when site is soft, and it is unreseanable when the input groung motion is strong, the program may occur perpetuating cycle. The way to improve the method is also put forward.
2. Soil dynamic constitutive model with exponential form is constructed
Based on boundedness and the form of exponential faction, and also based on general rules for constructing soil dynamic constitutive model, function image of y=ex in interval (-∞,0] is overturned and translated and also magnified or reduced so as to gain the skeleton curve of soil dynamic constitutive model. In the term of unloading and opposite side loading, let the stress-strain curve have the same form of skeleton curve, the curve uses the last unloading point as its starting point, and uses soil’s ultimate stress level as its asymptote. Then the hysteretic curve is constructed. Thus soil dynamic constitutive model which has exponential form is gained, which is suitable for unsymmetrical cyclic loadings. The model is also called UE model. UE model has such traits as flowing: First, UE model is suitable for unsymmetrical cyclic loadings. Secnond, UE model need a less memory. Third, UE model’s hysteretic curves under unloading-reloading follow Masing’s rule automatically. Fourth, UE model has less parameteres, which have clear physical meaning and could be determined by conventional tests.
3. UE model is tested by the results of resonance column test
Formula of equivalent shear modulus ratio is deduced. UE model is tested by the the results of resonance column tests of the soils, which are obtained from seismic microzontioon work in Yanliang, Xi’an. The results indicate UE model could fit the testing results well. At the same time, the shear moduls ratio values recommended by Yuan Xiaoming are also fitted by UE model, the fitting results also indicate UE model is dependable.
4. The method of seismic response analysis of nonlinear soil layers based on UE model is tested
One dimension method of seismic response analysis of nonlinear soil layers is put forward based on UE model. The corresponding computer program NDSoilUE-1D is also compiled. The program is tested by strong ground motion records of Xiangtang three dimension array in Tangshan, the acceleration response at ground surface and analysis resultsof spectral ratio confirme that the new method can reflect the trend more reasonable than equivalent linear method, which soils’nonlinear trait changes from weak to stong when the input ground motion varies from weak to strong.
5. Preliminary studies are completed about the effect of special site in Wenchuan earthquake
In order to study the reason why intensity anomaly phenomenon occurs at Hanyuan county in Wenchuan earthquake, an investigation is taken on seismic damage and the landform and physiognomy of this town. Considering the site data, five sites’microtremor datas are tested according the degree of seismic damage. The testing result is that the predominant periods of the sites with severe damage are larger than the ones of the site with slight damage. The results indicate that the reason why Hanyuan town has severe earthquake damage is that the site is soft. The conclusion based on sand liquefaction point of view points out that the slop of Beihoushan Mountain is a potential threat to Hanyuan town.
1、指出了现行土层地震反应分析方法存在的问题
现行土层地震反应分析方法为工程上广泛应用的等效线性化方法。简要介绍了等效线性化方法的基本原理,总结了其优、缺点,简述了其最新进展。通过具体的算例,再现了等效线性化方法在实际工程应用中存在的几个主要问题,即个别离散点个数计算失效、计算软土层时结果异常、地震动输入较大时计算结果不合理、有些情况下出现死循环等。并提出现行土层地震反应方法改进的方向。
2、构造了指数形式土体动力本构模型
基于指数函数的有界性、函数曲线形状以及构造土体动力本构模型的一般原则,把函数在(-∞,0]区间上的图像进行翻转、平移、放缩,从而构造出土体的动力本构模型的骨架曲线。在卸载和反向加载时,采用与骨架曲线相同的函数形式,并以前一次卸载开始点作为起点,以土体的极限应力水平作为渐近线,构造出土体动力本构模型的滞回曲线。在此基础上构造出适用于非对称循环荷载的指数形式土体动力本构模型(简称UE模型)。UE模型具有四个特点:第一,适用于非对称循环荷载;第二,记忆量小;第三,卸载再加载滞回曲线自动满足Masing准则;第四,模型参数少,物理意义明确,可用常规试验确定。
3、利用共振柱试验检验了UE模型
推导了UE模型等效剪切模量比的表达式。利用西安阎良区地震小区划工作中若干土样的共振柱试验结果,对所提出的UE模型进行了验证,结果表明UE模型能很好的拟合共振柱的实验结果。同时利用UE模型对剪切模量的推荐值进行了拟合,拟合结果也证明了UE模型的可靠性。
4、检验了基于UE模型的土层非线性地震反应分析方法
根据UE模型形成了一维土层非线性地震反应分析方法,并编制了相应的计算机程序NDSoilUE-1D。利用响嘡三维台阵的强震记录对NDSoilUE-1D程序进行了检验,地表加速度反应和谱比分析结果表明,新方法较等效线性化能更合理地反映土体非线性特性随输入地震动强度由小到大而由弱变强的趋势。
5、初步研究了汶川地震中特殊场地的影响
为探究汶川特大地震中汉源县城出现了烈度异常现象的原因,在对地震现场震害、附近地形地貌详细调查的基础上,结合收集到场地资料,根据震害轻重布设了五个地脉动测点,测试结果表明,震害严重区的场地卓越周期较大,并且明显大于震害较轻的场地。初步研究表明汉源县烈度异常是由于场地土软弱造成的。从砂土液化角度指出了背后山滑坡是汉源县城安全的潜在威胁。
The study on method of seismic response analysis of nonlinear soil layers is an important content in research domain of geotechnical earthquake engineering now. The technique of soil layers seismic response analysis is also one of core techniques in seismic safety evaluation of engineering sites currently. Early in the beginning of 21th century, site conditions having certain effect on ground motion had been found from seismic damage of The Great 1906 San Francisco Earthquake. In order to estimate reasonably the effection of site conditions on ground motion, researchers predigest sites into mechnics models, suggest all kinds of soil dynamic constitutve models, and estimate sites’response of ground motion by analytical or numerical methods. Currently, the seismic response analysis method of soil layers applied in engineering widely is equivalent linear method all the same. The soil nonlinear problem is translated into linear problem in equivalent linear method when equivalent linear method is used to estimate site’s sesmic response. For having no appropriate dynamic constitutve model, some unreasonable situations have been found from the engineering application of equivalent linear method. Further more, intensity anomaly is a phenomenon fallen across frequently when earthquakes accur. Espelcially, seismic disaster of soft site is more serious. The study on earthquake disaster of soft site is also a hotspot in the research domain of earthquake engineering. In view of these facts, in this paper some research works are made of method of seismic response analysis of nonlinear soil layers and intensity anomaly phenomenon of special site in Wenchuan earthquake. The main works is as blow:
1. Some problems of current method of seismic response analysis of soil layers are pointed out
Current method of response analysis of soil layers is equivalent linear method which is widely applied in ingineering. The basic principle of equivalent linear method is introduced in brief, its merits and shortcomings are summarized, the latest progress of equivalent linear method is also introduced. Engineering examples show some main problems of the method applied in engineering, the problems are as following: the method cannot compute when the acceleration time historys have a certain discrete points, the result is abnormal when site is soft, and it is unreseanable when the input groung motion is strong, the program may occur perpetuating cycle. The way to improve the method is also put forward.
2. Soil dynamic constitutive model with exponential form is constructed
Based on boundedness and the form of exponential faction, and also based on general rules for constructing soil dynamic constitutive model, function image of y=ex in interval (-∞,0] is overturned and translated and also magnified or reduced so as to gain the skeleton curve of soil dynamic constitutive model. In the term of unloading and opposite side loading, let the stress-strain curve have the same form of skeleton curve, the curve uses the last unloading point as its starting point, and uses soil’s ultimate stress level as its asymptote. Then the hysteretic curve is constructed. Thus soil dynamic constitutive model which has exponential form is gained, which is suitable for unsymmetrical cyclic loadings. The model is also called UE model. UE model has such traits as flowing: First, UE model is suitable for unsymmetrical cyclic loadings. Secnond, UE model need a less memory. Third, UE model’s hysteretic curves under unloading-reloading follow Masing’s rule automatically. Fourth, UE model has less parameteres, which have clear physical meaning and could be determined by conventional tests.
3. UE model is tested by the results of resonance column test
Formula of equivalent shear modulus ratio is deduced. UE model is tested by the the results of resonance column tests of the soils, which are obtained from seismic microzontioon work in Yanliang, Xi’an. The results indicate UE model could fit the testing results well. At the same time, the shear moduls ratio values recommended by Yuan Xiaoming are also fitted by UE model, the fitting results also indicate UE model is dependable.
4. The method of seismic response analysis of nonlinear soil layers based on UE model is tested
One dimension method of seismic response analysis of nonlinear soil layers is put forward based on UE model. The corresponding computer program NDSoilUE-1D is also compiled. The program is tested by strong ground motion records of Xiangtang three dimension array in Tangshan, the acceleration response at ground surface and analysis resultsof spectral ratio confirme that the new method can reflect the trend more reasonable than equivalent linear method, which soils’nonlinear trait changes from weak to stong when the input ground motion varies from weak to strong.
5. Preliminary studies are completed about the effect of special site in Wenchuan earthquake
In order to study the reason why intensity anomaly phenomenon occurs at Hanyuan county in Wenchuan earthquake, an investigation is taken on seismic damage and the landform and physiognomy of this town. Considering the site data, five sites’microtremor datas are tested according the degree of seismic damage. The testing result is that the predominant periods of the sites with severe damage are larger than the ones of the site with slight damage. The results indicate that the reason why Hanyuan town has severe earthquake damage is that the site is soft. The conclusion based on sand liquefaction point of view points out that the slop of Beihoushan Mountain is a potential threat to Hanyuan town.
引文
[1]薄景山,李秀领,等.场地条件对地震动影响研究的若干进展[J].世界地震工程,2003,19(2):11~15.
[2]薄景山.场地分类和设计反应谱调整方法研究[R].哈尔滨:中国地震局工程力学研究所, 1998.
[3]蔡袁强,柳伟,等,基于修正Iwan模型的软黏土动应力–应变关系研究[J].岩土工程学报,2007,29(9):1314~1319.
[4]陈达钦.场地地震响应随机动力可靠性分析[J].力学季刊,2001,22(2):228~233.
[5]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报, 2005, 27(8):860~864.
[6]陈国兴,谢君斐,等.土体地震反应分析的简化有效应力法[J].地震工程与工程振动,1995,15(2):52~61.
[7]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报,2005,27(8):860~864.
[8]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[博士论文D].哈尔滨:中国地震局工程力学研究所. 2006.
[9]陈原,李杰.一致激励条件下非线性工程场地地震动相干函数分析[J].防灾减灾工程学报,2006,26(4):369~376.
[10]陈原.非线性工程场地随机地震反应分析[J].山西建筑,2006,32(16):58~59.
[11]窦立军,杨柏坡.场地条件对传递函数的影响[J].建筑科学,2001,17(3):40~46.
[12]符圣聪,汪静贝, Iwan模型用于场址动力分析[J].地震工程与工程震动,1984,4(3):48~59.
[13]高峰,陈兴冲,等.季节性冻土和多年冻土对场地地展反应的影响[J].岩石力学与工程学报,2006,25(8):1639~1644.
[14]高玉峰,金建新等.成层地基一维土层地震反应解析解[J].岩土工程学报,1999,21(4):498~500.
[15]哈尔滨市群力污水处理厂工程场地地震安全性评价报告.哈尔滨:中国地震局工程力学研究所, 2007.
[16]海口市防震减灾规划基础研究[R], 1999.
[17]何玉林,周荣军.汉源新县城规划区北段工程场地地震安全性评价报告[R].程度:四川赛思特科技有限责任公司,2007.
[18]胡聿贤.地震安全性评价技术教程[M].北京:地震出版社,2003:1~4.
[19]胡聿贤.地震安全性评价技术教程[M].北京:地震出版社,2003:358~363.
[20]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:143~147.
[21]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:202~222.
[22]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:324~354.
[23]黄义,王春玲等.成层地基一维土层对地震的随机反应分析[J].世界地震工程,2004,20(1):126~132.
[24]黄雨,陈竹昌等.上海软土的动力计算模型[J].同济大学学报,2000,28(3):359~363.
[25]黄雨,叶为民等.上海软土场地的地震反应特征分析[J].地下空间与工程学报,2005,1(5):773~778.
[26]黄雨,叶为民等.上海深厚饱和覆盖土层的动力耦合地震反应分析[J].岩土力学,2002,23(4):411~416.
[27]蒋通,邢海灵.水平土层地震反应分析考虑频率相关性的等效线性化方法[J].岩土工程学报,2007,29(2):218~224.
[28]金星,孔戈,等.水平成层场地地震反应非线性分析[J].地震工程与工程振动,2004,24(3):38~43.
[29]金星,马强,等.四种计算地震反应数值方法的比较研究[J].地震工程与工程震动,2003,23(1):18~30.
[30]冷伍明,赵善锐.土工参数不确定的计算分析[J].岩土工程学报,1995,17(2):68~74.
[31]李大华,罗兆珲,等.一维土层非线性地震反应分析的解析递推格式法[EL].中国科技论文在线,http://www.paper.edu.cn.
[32]李天,李杰.具有随机参数的场地地震反应分析[J].岩土工程学报,1994,16(5):79~83.
[33]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程震动, 1989, 9(3): 65~72.
[34]李小军,廖振鹏,等.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程震动,1994,14(1):30~35.
[35]李小军,廖振鹏,张克绪.土体动力本构模型评述[J].世界地震工程,1993,9(4):15~18.
[36]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程震动,1989,9(3):65~72.
[37]李小军,彭青等.不同类别场地地震动参数的计算分析[J].地震工程与工程振动,2001,21(1):29~36。
[38]李小军,彭青等.设计地震动参数确定中的场地影响考虑[J].世界地震工程,2001,17(4):34~41.
[39]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90~94.
[40]李小军.场地土层对地面运动影响的分析方法[J].世界地震工程,1992,8(2):49~60.
[41]李小军.非线性场地地震反应分析方法研究[D].哈尔滨:国家地震局工程力学研究所. 1993.
[42]李小军.非线性土层地震反应分析的一种方法[J].华南地震,1992,12(4):1~8.
[43]李小军.土的动力本构关系的一种简单的函数表达式[J].岩土工程学报,1992,14(5):90~94.
[44]李小军.一维土层地震反应线性化计算程序[A].地震小区划(理论与实践)[C],北京:地震出版社,1989,250~265.
[45]李小军.粘弹塑性模型及土层地震反应分析[D].哈尔滨:国家地震局工程力学研究所,1987.34~51.
[46]李秀领.土层结构对地表地震动参数影响的研究[D].哈尔滨:中国地震局工程力学研究所,2003.91~92.
[47]李媛媛,徐扬.不同类别场地地震震动反应分析[J].山西地震,2005,(4):29~33.
[48]廖河山,徐植信.场地土的一维非线性地震反应分析方法[J].地震工程与工程震动,1992,12(4):30~39.
[49]廖振鹏工程波动理论导论[M](第二版),北京:科学出版社,2002:59-66,156~163.
[50]廖振鹏,李小军.地表土层地震反应的等效线性化解法[A].地震小区划(理论与实践)[C].北京:地震出版社, 1989:141~153.
[51]林皋,孔宪京.岩土地基防灾区划研究动向[J].国际学术动态,1997(8):71~74.
[52]刘德东,刘红帅,等.西安市阎良区地震小区划工作报告[R].哈尔滨:中国地震局工程力学研究所, 2007.
[53]刘海笑,王世水.改进的等效线性化计算模型及在结构海床耦合系统动力分析中的应用[J].中国港湾建设,2006,(1):12~15,42.
[54]刘汉龙,余箱娟.土动力学与岩土地震工程研究进展[J].河海大学学报,1999,27(1):6~15.
[55]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所. 2003.
[56]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94~103.
[57]栾茂田,林皋.场地地震反应非线性分析的有效时域算法[J].大连理工大学学报,1994,34(2):228~234.
[58]栾茂田,林皋.土料非线性滞回本构模型的半截新半离散构造方法[J].大连理工大学学报,1992,32(6):695~701.
[59]栾茂田,邵宇.土体地震反应非线性分析方法比较研究[J].第五届全国土动力学学术会议论文集,1998,203~209.
[60]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程震动,1992,12(2):69~78.
[61]门明玉,黄义.土层随机地震反应的动力可靠度计算[J].长安大学学报,2002,22(3):6~8.
[62]门玉明,黄义等.场地土的随机地震反应分析[J].工程地质学报, 2001, 9(1):68~73.
[63]戚承志,钱七虎.核电站抗震研究综述[J].地震工程与工程振动,2000,20(3):76~86.
[64]齐文浩,薄景山.土层地震反应等效线性化方法综述[J].世界地震工程, 2007, 23(4): 221~226.
[65]齐文浩,薄景山等.强震记录对三个土层地震反应分析程序的检验[J].地震工程与工程振动,2005,25(5):30~33.
[66]齐文浩.土层地震反应分析方法的比较研究[D].哈尔滨:中国地震局工程力学研究所, 2004.
[67]申爱国.随机场地条件对土层地震反应分析的影响[J].西北地震学报.1990,12(3):14~18.
[68]石玉成,蔡红卫等.场地地震反应分析中的不确定性及其处理方法,第五届全国地震工程学术论文,1998:166~171.
[69]石兆吉.土壤的动剪切模量和阻尼比[A].地震小区划(理论与实践)[C].北京:地震出版社, 1989,134~140.
[70]王春玲,黄义.剪切模量是幂函数的成层土的地震随机反应[J].应用力学学报,2004,21(2):22~26.
[71]王余庆,高艳平.不同方法计算水平土层地震反应的对比分析.第二届全国地震工程学术会议论文集(第一卷),武汉,1987.
[72]王志良,韩清宇.粘弹塑性土层地震反应的波动分析方法[J].地震工程与工程震动, 1981, 1(1): 117~137.
[73]吴世明.土动力学[M].北京:中国建筑工业出版社,2000.
[74]吴再光,等.非线性土层平稳随机地震反应分析的等价线性化法[J].水利学报,1988,(8):68~73.
[75]吴再光,等.非线性土层随机地震反应的概率平均等价线性化法[J].岩土工程学报,1989,11(4):9~16.
[76]吴再光,等.水平成层地基非平稳随机地震反应分析[J].土木工程学报,1992,25(3):60~67.
[77]谢礼立,李沙白,章文波,唐山响堂三维场地影响观测台阵[J],地震工程与工程振动,1999,19(2):1~8.
[78]徐学燕,徐春华,等.冻土场地地震加速度反应谱研究[J].岩土工程学报,2003,25(6):6 80~683.
[79]杨伟林,陈国兴.软土地基深开挖对场地设计地震动的影响[J].地震工程与工程振动,2000,20(3):93~99.
[80]袁晓铭,孙锐,等.常规土类动剪切模量比和阻尼试验研究[J].地震工程与工程振动,2000,24(4):133~139.
[81]曾心传,秦小军.土层对地震的随机反应分析[J].地震工程与工程震动, 1998,18(3):27-39.
[82]张克绪,李明宰,等.基于非曼辛准则的土动弹塑性模型[J].地震工程与工程震动,1997,17(2):74~81.
[83]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:1~8.
[84]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:9~18.
[85]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:25~36.
[86]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:93~105.
[87]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:259~275.
[88]赵松戈,胡聿贤,等.土层参数的随机性对场地传递函数的影响[J].地震工程与工程震动,2000,20(2):7~12.
[89]郑大同,王惠昌.循环荷载作用下土的非线性应力应变模型[J].岩土工程学报,1985,5(1):65~76.
[90]周爱红,袁颖,等.基于ANSYS二次开发技术的土层随机地震反应分析[J].煤炭学报,2007,32(11):1175~1178.
[91]周克森.一维土层非线性地震反映分析的δ-θ法[J].地震工程与工程震动,1996,16(4):1~14.
[92]周雍年,谢礼立,等,研究局部场地条件对地震动影响的响嘡遥测台阵[J].地震工程与工程振动,2005,25(6):1~4.
[93] Hadjian A H,Tseng W S.罗东(台湾)土-结构相互作用大比例模型试验的启示(Ⅰ)[J].世界地震工程,1993,9(3):41~52.
[94] http://news.sina.com.cn/c/2008-06-25/161415815061.shtml.
[95] http://www.mysteel.com/tg/gnzs/2008/07/02/104333,0,0,1826404.html.
[96] http://www.xnc168.com/article_183.html.
[97] Assimaki, Kausel. An equivalent linear algorithm with frequency- and pressure-dependent moduli and damping for the seismic analysis of deep sites[J].Soil Dynamics and Earthquake Engineering,2002(22):959~965.
[98] Bardet, Ichii, and Lin. EERA—A computer program for equivalent-linear earthquake site response analyses[R].Department of civil engineering, University of southern California,August 2000.
[99] Bruckner A,Lin Y K. Generalization of the equivalent linearization method for non-linear random vibration problem [J]. Non-Linear Meth. 1987,22(3):227~235.
[100] Dario R & M.L.Kavvas & C.K. Shen. Random responses of soil deposits subjected to earthquake loading [J].Soil Dynamics and Engineering, 1993, 12(4):227~237.
[101] F. Amini. Time effect on dynamic soil properties under random excitation conditions[J].Soil Dynamics and Engineering, 1995,14(6):439~443.
[102] G. W. Housner. Characteristics of StrongMo tion of Earthquakes. BSSA ,1947, 37(1):19~31.
[103] Guo Xun, Y.L.Wong,Yuan Yifan, Estimation of damping ratio of soil sites using microtremor[J]. Earthquake Engineering and Engineering Vibration, 2002,1(1):45~49.
[104] Han Guocheng, Wu Zaiguang and Lin Gao. The analysis of random seismic response of nonlinear viscous soil layers [A].Euro-China Joint Seminer on Earthquake Engineering[C], Beijing, China, 1986.
[105] Huey Chu Huang, Chie Song Shieh, Hung Chie Chiu, Linear and nonlinear behaviors of soft soil layers using lotung downhole array in Taiwan[J]. TA0,2001,12(3):503~524.
[106] Idriss I M, Seed H B. Seismic response of horizontal soil layers [J]. Journal of the Soil Mechanics and Foundation Division, American Society of Civil Engineers, 1968, 94(SM4):1003~1031.
[107] IDRISS I.M., SUN.JOSEPHI. User’s manual for SHAKE91—A computer program for conducting equivalent linear seismic response analyses of horizontally layered soil deposits: Center for Geotechnical Modeling[R].Department of Civil & Environmental Engineering,University of California, Davis, California, August 1992.
[108] Iwan W D. On a class of models for the yielding behavior of continuous and composite system[J].Journal of Applied Mechanics, American Society of Mechanical Engineers,1967,34(3):612~617.
[109] J.P.Bardet, K.Ichii, and C.H.Lin. EERA—A computer program for equivalent-linear earthquake site response analyses, Department if civil engineering, University of southern California,August 2000.
[110] Joyner W B , Chen A T F . Calculation of nonlinear ground response in earthquake[J]. BSSA , 1975 , 65(5) : 1315~1330.
[111] Joyner W. B. and Chen A.T.F. Calculation of nonlinear ground response in earquake, BSSA, 1975(b), 65(5):1315~1336.
[112] KAUSEL, ASSIMAKI. Seismic simulation of inelastic soils via frequency-dependent moduli and damping [J].Journal of Engineering Mechanics, ASCE, 2002, 128(1):34~46.
[113] Luis Fabian Bonilla , Jamison H , Steidl , Jean-Christophe Gariel , et al . Borehole response studies at the Garner Valley Downhole Array , Southern California[J]. Bulletin of the Seismological Society of America , 1992(8) : 3165~3179.
[114] M.S.Rajman, C.H.Yeh. Variability of seismic response of soil using stochastic finite element method, Soil Dynamics and Engineering, 1999, 18(3):229~245.
[115] Martin P P, Seed H B. One dimensional dynamic ground response analysis[J]. Journal of geotechnical engineering. ASCE, 1982, 108(7):935~954.
[116] Martin P P,Seed H B.One-dimensional dynamic ground response analyses[J]. Journal of Geotechnical Engineering Division, ASCE, 1982, 108(7):935~952.
[117] Richter C F. Elementary Seismology[M]. San Francisco, 1950.
[118] Robert Pyke. Nonlinear soil models for irregular cyclic loadings[J]. Journal of Geotechnical Engineering Division, American Society of Civil Engineers, 1979, 105(GJ6): 715~726.
[119] Suzuki, S.and Asano, K. Effect of different layered ground models on dynamic amplification considering the soil parameter variations[C]. Proc, of 11 WCEE ,1996: 181~1188.
[120] T.J.Lakin DENSOR98—A computer program for seismic analysis of nonlinear horizontal soil layers [Z], The University of Auckland, New Zealand, 1998.
[121] YOSHIDA,KOBAYASHI,SUETOMI,et al. Equivalent linear method considering frequency dependent characteristicsof stiffness and damping[J]. Soil Dynamics and Earthquake Engineering,2002,22:205~222.
[122] Youssef, Hashash, Park. Non-linear one-dimensional seismic ground motion propagation in the Mississippi embayment,Engineering Geology 62(2001):185~206.
[2]薄景山.场地分类和设计反应谱调整方法研究[R].哈尔滨:中国地震局工程力学研究所, 1998.
[3]蔡袁强,柳伟,等,基于修正Iwan模型的软黏土动应力–应变关系研究[J].岩土工程学报,2007,29(9):1314~1319.
[4]陈达钦.场地地震响应随机动力可靠性分析[J].力学季刊,2001,22(2):228~233.
[5]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报, 2005, 27(8):860~864.
[6]陈国兴,谢君斐,等.土体地震反应分析的简化有效应力法[J].地震工程与工程振动,1995,15(2):52~61.
[7]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报,2005,27(8):860~864.
[8]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[博士论文D].哈尔滨:中国地震局工程力学研究所. 2006.
[9]陈原,李杰.一致激励条件下非线性工程场地地震动相干函数分析[J].防灾减灾工程学报,2006,26(4):369~376.
[10]陈原.非线性工程场地随机地震反应分析[J].山西建筑,2006,32(16):58~59.
[11]窦立军,杨柏坡.场地条件对传递函数的影响[J].建筑科学,2001,17(3):40~46.
[12]符圣聪,汪静贝, Iwan模型用于场址动力分析[J].地震工程与工程震动,1984,4(3):48~59.
[13]高峰,陈兴冲,等.季节性冻土和多年冻土对场地地展反应的影响[J].岩石力学与工程学报,2006,25(8):1639~1644.
[14]高玉峰,金建新等.成层地基一维土层地震反应解析解[J].岩土工程学报,1999,21(4):498~500.
[15]哈尔滨市群力污水处理厂工程场地地震安全性评价报告.哈尔滨:中国地震局工程力学研究所, 2007.
[16]海口市防震减灾规划基础研究[R], 1999.
[17]何玉林,周荣军.汉源新县城规划区北段工程场地地震安全性评价报告[R].程度:四川赛思特科技有限责任公司,2007.
[18]胡聿贤.地震安全性评价技术教程[M].北京:地震出版社,2003:1~4.
[19]胡聿贤.地震安全性评价技术教程[M].北京:地震出版社,2003:358~363.
[20]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:143~147.
[21]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:202~222.
[22]胡聿贤.地震工程学(第二版)[M].北京:地震出版社,2006:324~354.
[23]黄义,王春玲等.成层地基一维土层对地震的随机反应分析[J].世界地震工程,2004,20(1):126~132.
[24]黄雨,陈竹昌等.上海软土的动力计算模型[J].同济大学学报,2000,28(3):359~363.
[25]黄雨,叶为民等.上海软土场地的地震反应特征分析[J].地下空间与工程学报,2005,1(5):773~778.
[26]黄雨,叶为民等.上海深厚饱和覆盖土层的动力耦合地震反应分析[J].岩土力学,2002,23(4):411~416.
[27]蒋通,邢海灵.水平土层地震反应分析考虑频率相关性的等效线性化方法[J].岩土工程学报,2007,29(2):218~224.
[28]金星,孔戈,等.水平成层场地地震反应非线性分析[J].地震工程与工程振动,2004,24(3):38~43.
[29]金星,马强,等.四种计算地震反应数值方法的比较研究[J].地震工程与工程震动,2003,23(1):18~30.
[30]冷伍明,赵善锐.土工参数不确定的计算分析[J].岩土工程学报,1995,17(2):68~74.
[31]李大华,罗兆珲,等.一维土层非线性地震反应分析的解析递推格式法[EL].中国科技论文在线,http://www.paper.edu.cn.
[32]李天,李杰.具有随机参数的场地地震反应分析[J].岩土工程学报,1994,16(5):79~83.
[33]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程震动, 1989, 9(3): 65~72.
[34]李小军,廖振鹏,等.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程震动,1994,14(1):30~35.
[35]李小军,廖振鹏,张克绪.土体动力本构模型评述[J].世界地震工程,1993,9(4):15~18.
[36]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程震动,1989,9(3):65~72.
[37]李小军,彭青等.不同类别场地地震动参数的计算分析[J].地震工程与工程振动,2001,21(1):29~36。
[38]李小军,彭青等.设计地震动参数确定中的场地影响考虑[J].世界地震工程,2001,17(4):34~41.
[39]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90~94.
[40]李小军.场地土层对地面运动影响的分析方法[J].世界地震工程,1992,8(2):49~60.
[41]李小军.非线性场地地震反应分析方法研究[D].哈尔滨:国家地震局工程力学研究所. 1993.
[42]李小军.非线性土层地震反应分析的一种方法[J].华南地震,1992,12(4):1~8.
[43]李小军.土的动力本构关系的一种简单的函数表达式[J].岩土工程学报,1992,14(5):90~94.
[44]李小军.一维土层地震反应线性化计算程序[A].地震小区划(理论与实践)[C],北京:地震出版社,1989,250~265.
[45]李小军.粘弹塑性模型及土层地震反应分析[D].哈尔滨:国家地震局工程力学研究所,1987.34~51.
[46]李秀领.土层结构对地表地震动参数影响的研究[D].哈尔滨:中国地震局工程力学研究所,2003.91~92.
[47]李媛媛,徐扬.不同类别场地地震震动反应分析[J].山西地震,2005,(4):29~33.
[48]廖河山,徐植信.场地土的一维非线性地震反应分析方法[J].地震工程与工程震动,1992,12(4):30~39.
[49]廖振鹏工程波动理论导论[M](第二版),北京:科学出版社,2002:59-66,156~163.
[50]廖振鹏,李小军.地表土层地震反应的等效线性化解法[A].地震小区划(理论与实践)[C].北京:地震出版社, 1989:141~153.
[51]林皋,孔宪京.岩土地基防灾区划研究动向[J].国际学术动态,1997(8):71~74.
[52]刘德东,刘红帅,等.西安市阎良区地震小区划工作报告[R].哈尔滨:中国地震局工程力学研究所, 2007.
[53]刘海笑,王世水.改进的等效线性化计算模型及在结构海床耦合系统动力分析中的应用[J].中国港湾建设,2006,(1):12~15,42.
[54]刘汉龙,余箱娟.土动力学与岩土地震工程研究进展[J].河海大学学报,1999,27(1):6~15.
[55]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所. 2003.
[56]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94~103.
[57]栾茂田,林皋.场地地震反应非线性分析的有效时域算法[J].大连理工大学学报,1994,34(2):228~234.
[58]栾茂田,林皋.土料非线性滞回本构模型的半截新半离散构造方法[J].大连理工大学学报,1992,32(6):695~701.
[59]栾茂田,邵宇.土体地震反应非线性分析方法比较研究[J].第五届全国土动力学学术会议论文集,1998,203~209.
[60]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程震动,1992,12(2):69~78.
[61]门明玉,黄义.土层随机地震反应的动力可靠度计算[J].长安大学学报,2002,22(3):6~8.
[62]门玉明,黄义等.场地土的随机地震反应分析[J].工程地质学报, 2001, 9(1):68~73.
[63]戚承志,钱七虎.核电站抗震研究综述[J].地震工程与工程振动,2000,20(3):76~86.
[64]齐文浩,薄景山.土层地震反应等效线性化方法综述[J].世界地震工程, 2007, 23(4): 221~226.
[65]齐文浩,薄景山等.强震记录对三个土层地震反应分析程序的检验[J].地震工程与工程振动,2005,25(5):30~33.
[66]齐文浩.土层地震反应分析方法的比较研究[D].哈尔滨:中国地震局工程力学研究所, 2004.
[67]申爱国.随机场地条件对土层地震反应分析的影响[J].西北地震学报.1990,12(3):14~18.
[68]石玉成,蔡红卫等.场地地震反应分析中的不确定性及其处理方法,第五届全国地震工程学术论文,1998:166~171.
[69]石兆吉.土壤的动剪切模量和阻尼比[A].地震小区划(理论与实践)[C].北京:地震出版社, 1989,134~140.
[70]王春玲,黄义.剪切模量是幂函数的成层土的地震随机反应[J].应用力学学报,2004,21(2):22~26.
[71]王余庆,高艳平.不同方法计算水平土层地震反应的对比分析.第二届全国地震工程学术会议论文集(第一卷),武汉,1987.
[72]王志良,韩清宇.粘弹塑性土层地震反应的波动分析方法[J].地震工程与工程震动, 1981, 1(1): 117~137.
[73]吴世明.土动力学[M].北京:中国建筑工业出版社,2000.
[74]吴再光,等.非线性土层平稳随机地震反应分析的等价线性化法[J].水利学报,1988,(8):68~73.
[75]吴再光,等.非线性土层随机地震反应的概率平均等价线性化法[J].岩土工程学报,1989,11(4):9~16.
[76]吴再光,等.水平成层地基非平稳随机地震反应分析[J].土木工程学报,1992,25(3):60~67.
[77]谢礼立,李沙白,章文波,唐山响堂三维场地影响观测台阵[J],地震工程与工程振动,1999,19(2):1~8.
[78]徐学燕,徐春华,等.冻土场地地震加速度反应谱研究[J].岩土工程学报,2003,25(6):6 80~683.
[79]杨伟林,陈国兴.软土地基深开挖对场地设计地震动的影响[J].地震工程与工程振动,2000,20(3):93~99.
[80]袁晓铭,孙锐,等.常规土类动剪切模量比和阻尼试验研究[J].地震工程与工程振动,2000,24(4):133~139.
[81]曾心传,秦小军.土层对地震的随机反应分析[J].地震工程与工程震动, 1998,18(3):27-39.
[82]张克绪,李明宰,等.基于非曼辛准则的土动弹塑性模型[J].地震工程与工程震动,1997,17(2):74~81.
[83]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:1~8.
[84]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:9~18.
[85]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:25~36.
[86]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:93~105.
[87]张克绪,谢君斐.土动力学[M ].北京:地震出版社, 1989:259~275.
[88]赵松戈,胡聿贤,等.土层参数的随机性对场地传递函数的影响[J].地震工程与工程震动,2000,20(2):7~12.
[89]郑大同,王惠昌.循环荷载作用下土的非线性应力应变模型[J].岩土工程学报,1985,5(1):65~76.
[90]周爱红,袁颖,等.基于ANSYS二次开发技术的土层随机地震反应分析[J].煤炭学报,2007,32(11):1175~1178.
[91]周克森.一维土层非线性地震反映分析的δ-θ法[J].地震工程与工程震动,1996,16(4):1~14.
[92]周雍年,谢礼立,等,研究局部场地条件对地震动影响的响嘡遥测台阵[J].地震工程与工程振动,2005,25(6):1~4.
[93] Hadjian A H,Tseng W S.罗东(台湾)土-结构相互作用大比例模型试验的启示(Ⅰ)[J].世界地震工程,1993,9(3):41~52.
[94] http://news.sina.com.cn/c/2008-06-25/161415815061.shtml.
[95] http://www.mysteel.com/tg/gnzs/2008/07/02/104333,0,0,1826404.html.
[96] http://www.xnc168.com/article_183.html.
[97] Assimaki, Kausel. An equivalent linear algorithm with frequency- and pressure-dependent moduli and damping for the seismic analysis of deep sites[J].Soil Dynamics and Earthquake Engineering,2002(22):959~965.
[98] Bardet, Ichii, and Lin. EERA—A computer program for equivalent-linear earthquake site response analyses[R].Department of civil engineering, University of southern California,August 2000.
[99] Bruckner A,Lin Y K. Generalization of the equivalent linearization method for non-linear random vibration problem [J]. Non-Linear Meth. 1987,22(3):227~235.
[100] Dario R & M.L.Kavvas & C.K. Shen. Random responses of soil deposits subjected to earthquake loading [J].Soil Dynamics and Engineering, 1993, 12(4):227~237.
[101] F. Amini. Time effect on dynamic soil properties under random excitation conditions[J].Soil Dynamics and Engineering, 1995,14(6):439~443.
[102] G. W. Housner. Characteristics of StrongMo tion of Earthquakes. BSSA ,1947, 37(1):19~31.
[103] Guo Xun, Y.L.Wong,Yuan Yifan, Estimation of damping ratio of soil sites using microtremor[J]. Earthquake Engineering and Engineering Vibration, 2002,1(1):45~49.
[104] Han Guocheng, Wu Zaiguang and Lin Gao. The analysis of random seismic response of nonlinear viscous soil layers [A].Euro-China Joint Seminer on Earthquake Engineering[C], Beijing, China, 1986.
[105] Huey Chu Huang, Chie Song Shieh, Hung Chie Chiu, Linear and nonlinear behaviors of soft soil layers using lotung downhole array in Taiwan[J]. TA0,2001,12(3):503~524.
[106] Idriss I M, Seed H B. Seismic response of horizontal soil layers [J]. Journal of the Soil Mechanics and Foundation Division, American Society of Civil Engineers, 1968, 94(SM4):1003~1031.
[107] IDRISS I.M., SUN.JOSEPHI. User’s manual for SHAKE91—A computer program for conducting equivalent linear seismic response analyses of horizontally layered soil deposits: Center for Geotechnical Modeling[R].Department of Civil & Environmental Engineering,University of California, Davis, California, August 1992.
[108] Iwan W D. On a class of models for the yielding behavior of continuous and composite system[J].Journal of Applied Mechanics, American Society of Mechanical Engineers,1967,34(3):612~617.
[109] J.P.Bardet, K.Ichii, and C.H.Lin. EERA—A computer program for equivalent-linear earthquake site response analyses, Department if civil engineering, University of southern California,August 2000.
[110] Joyner W B , Chen A T F . Calculation of nonlinear ground response in earthquake[J]. BSSA , 1975 , 65(5) : 1315~1330.
[111] Joyner W. B. and Chen A.T.F. Calculation of nonlinear ground response in earquake, BSSA, 1975(b), 65(5):1315~1336.
[112] KAUSEL, ASSIMAKI. Seismic simulation of inelastic soils via frequency-dependent moduli and damping [J].Journal of Engineering Mechanics, ASCE, 2002, 128(1):34~46.
[113] Luis Fabian Bonilla , Jamison H , Steidl , Jean-Christophe Gariel , et al . Borehole response studies at the Garner Valley Downhole Array , Southern California[J]. Bulletin of the Seismological Society of America , 1992(8) : 3165~3179.
[114] M.S.Rajman, C.H.Yeh. Variability of seismic response of soil using stochastic finite element method, Soil Dynamics and Engineering, 1999, 18(3):229~245.
[115] Martin P P, Seed H B. One dimensional dynamic ground response analysis[J]. Journal of geotechnical engineering. ASCE, 1982, 108(7):935~954.
[116] Martin P P,Seed H B.One-dimensional dynamic ground response analyses[J]. Journal of Geotechnical Engineering Division, ASCE, 1982, 108(7):935~952.
[117] Richter C F. Elementary Seismology[M]. San Francisco, 1950.
[118] Robert Pyke. Nonlinear soil models for irregular cyclic loadings[J]. Journal of Geotechnical Engineering Division, American Society of Civil Engineers, 1979, 105(GJ6): 715~726.
[119] Suzuki, S.and Asano, K. Effect of different layered ground models on dynamic amplification considering the soil parameter variations[C]. Proc, of 11 WCEE ,1996: 181~1188.
[120] T.J.Lakin DENSOR98—A computer program for seismic analysis of nonlinear horizontal soil layers [Z], The University of Auckland, New Zealand, 1998.
[121] YOSHIDA,KOBAYASHI,SUETOMI,et al. Equivalent linear method considering frequency dependent characteristicsof stiffness and damping[J]. Soil Dynamics and Earthquake Engineering,2002,22:205~222.
[122] Youssef, Hashash, Park. Non-linear one-dimensional seismic ground motion propagation in the Mississippi embayment,Engineering Geology 62(2001):185~206.