地震研究

搜集整理“场地勘察钻孔数据库及分析平台系统”中山东省278个土层结构数据相对完整的钻孔剖面,采用一维等效线性化地震反应分析方法,计算II类和III类场地在5种实际基岩地震动作用下的场地反应,分析场地地震动峰值放大系数随场地类别、等效剪切波速、输入地震动强度的变化特征。结果表明:①场地土对输入地震动具有放大作用,这种放大作用随着地震动输入强度的增大在II,III类场地呈现不同的趋势; ②对比所有场地不同地震强度的PGA平均值及拟合曲线发现,II类场地PGA多数情况高于III类场地; ③分析所有场地土层PGA随vse变化情况,发现在D,E强震作用下,PGA在vse>350 m/s变化趋势平缓,因此提出II类场地更为细致的划分方法,并给出各类场地地震动参数变化的经验关系式及其系数值。

By collecting and sorting the 278 borehole profiles with comparatively complete soil structure data in Shandong province from the In-site Investigation Borehole Database and Analysis Platform System,this article calculates the site response of class-II and class-III sites under the effect of 5 different kinds of actual rock earthquake by applying linear equivalent response analysis method on one-dimensional soil layer,analyzing how the peak ground amplification coefficient changes according to the different sites,shear wave velocity and input earthquake intensity. The results show that:① the soil in the site would amplify the input earthquake,and the effect acts differently in class-II and class-III site as the input earthquake intensified; ② by comparing the average PGA and fitting curve of different earthquake intensity in all sites,it can be concluded that the PGA in class-II is higher than that of class-III in most conditions; ③ by analyzing the change of PGA with Vse in all sites,it can be concluded that when Vse>350 m/s,the trend of the PGA is even under the strong earthquake effect of D and E. So,this article proposes a more thorough classification method for class-II site and gives the changes of the earthquake parameters in all kinds and the coefficient values.

引言
1 场地的选取和计算参数的确定
2 计算结果与讨论
3 结论

表1 场地模型力学参数分布情况<br/>Tab.1 The distribution of mechanical parameters of the site models 单位:个

表1 场地模型力学参数分布情况
Tab.1 The distribution of mechanical parameters of the site models 单位:个

表2 强震记录信息<br/>Tab.2 Strong earthquake record information

表2 强震记录信息
Tab.2 Strong earthquake record information

图1 地震动A(a),B(b),C(c),D(d),E(e)的加速度时程和加速度反应谱<br/>Fig.1 Time-history and response spectrum of acceleration of earthquake motion A(a),B(b),C(c),D(d)and E(e)

图1 地震动A(a),B(b),C(c),D(d),E(e)的加速度时程和加速度反应谱
Fig.1 Time-history and response spectrum of acceleration of earthquake motion A(a),B(b),C(c),D(d)and E(e)

表3 不同地震动时程下2类场地峰值加速度放大系数<br/>Tab.3 The peak acceleration amplification coefficient of two types of sites under different ground motions

表3 不同地震动时程下2类场地峰值加速度放大系数
Tab.3 The peak acceleration amplification coefficient of two types of sites under different ground motions

图2 II(a),III(b)类场地地震动加速度放大系数分布<br/>Fig.2 The peak acceleration amplification coefficient profiles of class II(a)and III(b)sites

图2 II(a),III(b)类场地地震动加速度放大系数分布
Fig.2 The peak acceleration amplification coefficient profiles of class II(a)and III(b)sites

图3 地震动A(a),B(b),C(c),D(d),E(e)作用下土层PGA散点图及拟合曲线<br/>Fig.3 The scatter plot chart and fitting curve of PGA under earthquake motion A(a),B(b),C(c),D(d),E(e)

图3 地震动A(a),B(b),C(c),D(d),E(e)作用下土层PGA散点图及拟合曲线
Fig.3 The scatter plot chart and fitting curve of PGA under earthquake motion A(a),B(b),C(c),D(d),E(e)

表4 II类场地重新划分后各类场地的Vse范围及个数<br/>Tab.4 The shear wave velocity range after reclassification of class II site

表4 II类场地重新划分后各类场地的Vse范围及个数
Tab.4 The shear wave velocity range after reclassification of class II site

表5 场地地震动参数ks经验关系系数值<br/>Tab.5 The empirical relation coefficient of ground motion parameters ks

表5 场地地震动参数ks经验关系系数值
Tab.5 The empirical relation coefficient of ground motion parameters ks

图4 II,III类场地拟合参数(a)以及II0,II1,III类场地拟合参数(b)变化曲线<br/>Fig.4 The variation curve of fitting parameter k_s for class II and class III sites(a), and for sites class II0,class II1 and class III sites(b)

图4 II,III类场地拟合参数(a)以及II0,II1,III类场地拟合参数(b)变化曲线
Fig.4 The variation curve of fitting parameter k_s for class II and class III sites(a), and for sites class II0,class II1 and class III sites(b)

表6 场地PGA调整系数<br/>Tab.6 Adjustment coefficient of ground vibration peak acceleration

表6 场地PGA调整系数
Tab.6 Adjustment coefficient of ground vibration peak acceleration

薄景山,李秀领,刘德东.2003.土层结构对反应谱特征周期的影响[J].地震工程与工程振动,23(5):42-45.
薄景山,翟庆生,吴兆营.2004a.基于土层结构的场地分类方法[J].地震工程与工程振动,24(4):46-49.
薄景山,翟庆生,吴兆营.2004b.三种土层结构反应谱特征周期的统计分析[J].地震工程与工程振动,24(3):124-129.
高孟潭.2015.GB 18306—2015《中国地震动参数区划图》宣贯教材[M].北京:中国标准出版社.
姜通,邢海灵.2007.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,29(2):218-224.
李平.2010.场地类型对设计反应谱平台值的影响[D].哈尔滨:中国地震局工程力学研究所.
李小军.2013.地震动参数区划图场地条件影响调整[J].岩土工程学报,35(S2):21-29.
李小军,彭青.2001.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,21(1):29-36.
李媛媛,徐扬,吴东.2006.覆盖层厚度对反应谱峰值的影响[J].地震地磁观测与研究,27(4):33-38.
廖振鹏,李小军.1989.地表土层地震反应的等效线性化解法[C]//地震小区划(理论与实践).北京:地震出版社:141-153.
廖振鹏.1989.地震小区化(理论与实践)[M].北京:地震出版社.
刘海笑,王世水.2006.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,(1):12-15,42.
刘红帅,薄景山,吴兆营.2005.土体参数对地表加速度峰值和反应谱的影响[J].地震研究,28(2):167-171.
罗桂纯,李小军,傅磊,等.2019.基于HVSR谱比法研究场地反应非线性特征[J].地震研究,42(4):546-554.
魏勇,崔建文,王秋良,等.2018.基于合成地震动的2014年鲁甸MS6.5地震场地效应分析[J].地震研究,41(1):32-37.
杨伟林.2004.厚软场地的地震动特征及设计反应谱研究[J].防灾减灾工程学报,24(4):406-411.
袁晓铭,孙锐,孙静,等.2000.常规土类动剪切模量比和阻尼比试验研究[J].地震工程与工程振动,20(4):133-139.
周锡元,王广军,苏经宇.1984.场地分类和平均反应谱[J].岩石工程学报,6(5):59-68.
Assimaki D,Kausel E.2002.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,22(9-12):959-965.
Idriss I M,Seed H B.1968.Seismic response of horizontal soil layers[J].Journal of the Soil Mechanics and Foundations Division,ASCE,94(4):1003-1031.
GB 50011—2010,建筑抗震设计规范[S].
GB 18306—2015,中国地震动参数区划图[S].

备注

引言

1 场地的选取和计算参数的确定

2 计算结果与讨论

3 结论

期刊信息