硬夹层厚度对场地地震反应的影响

引用本文

周正华, 李玉萍, 周游, 李小军, 陈柳, 苏杰, 董青, 王亚飞. 硬夹层厚度对场地地震反应的影响[J]. 地震地质, 2019,41(5): 1254-1265.
ZHOU Zheng-hua, LI Yu-ping, ZHOU You, LI Xiao-jun, CHEN Liu, SU Jie, DONG Qing, WANG Ya-fei. THE EFFECT OF HARD INTERLAYER THICKNESS ON THE SITE SEISMIC RESPONSE[J]. SEISMOLOGY AND GEOLOGY, 2019,41(5): 1254-1265. 复制到剪切板

DOI:10.3969/j.issn.0253-4967.2019.05.012
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硬夹层厚度对场地地震反应的影响

周正华¹, 李玉萍¹, 周游^2,^*, 李小军³, 陈柳¹, 苏杰¹, 董青¹, 王亚飞¹

1)南京工业大学, 交通运输工程学院, 南京 210009

2)中国地质调查局, 国土资源实物地质资料中心, 三河 065201

3)北京工业大学, 建筑工程学院, 北京 100124

*通讯作者: 周游, 男, 1986年生, 2009年于北京邮电大学获软件专业学士学位, 助理工程师, 主要从事GIS技术研究, E-mail: zhouyou861027@163.com。

〔作者简介〕周正华, 男, 1962年生, 2000年于中国地震局工程力学研究所获防灾减灾工程及防护工程专业博士学位, 研究员, 主要从事地震工程研究, E-mail: bjsmoc@163.com。

收稿日期: 2019-01-16

基金项目: 国家自然科学基金(U1839202, 41374049)资助

摘要

文中基于某核电站场地工程地质资料, 构建了5个硬夹层厚度不同的工程地质剖面。在此基础上, 建立了5个一维分析模型, 并应用一维土层地震反应等效线性化方法分析了硬夹层厚度对场地地震反应加速度峰值与反应谱的影响。分析结果表明: 硬夹层的厚度对场地地震反应峰值加速度与反应谱有较明显的影响, 硬夹层厚度的增加减小了场地的非线性效应; 不同输入地震动水平下, 硬夹层顶板的峰值加速度均小于输入加速度峰值, 地表峰值加速度均大于输入加速度峰值; 相同输入地震动水平下, 随着硬夹层厚度的增加, 硬夹层顶板和场地地表峰值加速度与输入峰值加速度之比均表现为先逐渐减小后逐渐增加的趋势, 而场地地表与硬夹层顶板的峰值加速度之比随硬夹层厚度的增加总体逐渐增加; 硬夹层厚度相同时, 随着输入峰值加速度的增大, 硬夹层顶板和场地地表的峰值加速度与输入峰值加速度之比逐渐减小; 硬夹层仅对一定频带内的加速度反应谱有影响, 其厚度越大, 影响频带越宽, 而对于影响频带之外的加速度反应谱影响很小, 同时周期越长影响越小。

关键词: 场地条件; 地震灾害; 等效线性化; 地震反应; 非线性

中图分类号:P315.9 文献标志码:A 文章编号:0253-4967(2019)05-1254-12

THE EFFECT OF HARD INTERLAYER THICKNESS ON THE SITE SEISMIC RESPONSE

ZHOU Zheng-hua¹, LI Yu-ping¹, ZHOU You², LI Xiao-jun³, CHEN Liu¹, SU Jie¹, DONG Qing¹, WANG Ya-fei¹

1) College of Transportation Science & Engineering, Nanjing Tech University, Nanjing 210009, China;

2) Cores and Samples Center of Land & Resources, China Geological Survey, Sanhe 065201, China;

3) College of Architecture and Civil Engineering, Beijing University of Technology, Beijing 100124, China

Abstract

Studies on the effect of near-surface overburden soil layers on seismic motion have shown that the overburden soil layers have a significant impact on the seismic effect of the site due to the formation age, genetic type, thickness difference, structure, and dynamic characteristics of the soil layers. In this paper, the one-dimensional seismic response analysis of a nuclear power plant site containing a thick hard interlayer was conducted to discuss the influence of the hard interlayer thickness on the site seismic response, so as to provide a basis for determining the seismic motion parameters for seismic design of similar sites. Based on the engineering geological data of a nuclear power plant site, five models of one-dimensional soil-layer seismic response analysis were built, and the equivalent linear method of the one-dimensional site seismic response was applied to analyze the effect of the interlayer thickness on the peak acceleration and the acceleration response spectra of the site seismic response. The seismic response characteristics of the site and influence rules of the hard interlayer thickness are summarized as follows: 1)Under different input seismic motion levels, the peak acceleration at the top of the hard interlayer was less than the input peak acceleration, and the peak acceleration at the ground surface of site was greater than the input peak acceleration. 2)Under the same input seismic motion, the ratios of the peak accelerations at the top of hard interlayer to the input peak accelerations were smaller than the ratios of the peak accelerations at the ground surface to the input peak acceleration, and these ratios first decreased and then increased gradually with the increase of the hard interlayer thickness; while for the same hard interlayer thickness, these ratios gradually decreased as the input peak acceleration increasing. 3)For the same input seismic motion, the ratios of the peak accelerations at the ground surface of site to those at the top of the hard interlayer increased gradually as the hard interlayer thickness increased; however, corresponding to different hard interlayer thicknesses, the variation characteristics of ratios which are the peak accelerations at the ground surface of site to those at the top of the hard interlayer were inconsistent with the increase of the input peak acceleration. 4)The hard interlayer had a significant influence on the short-period acceleration response spectrum and the thicker the hard interlayer was, the wider the influence frequency band would be; while for a special hard interlayer thickness, the influence frequency band is certain, and the hard interlayer had little effect on the acceleration response spectrum coordinates outside this frequency band, the longer the period is, the less the influence of the hard interlayer on the acceleration response spectrum coordinates. The seismic response characteristics of the site and influence rules of the hard interlayer thickness indicate that the hard interlayer thickness has a significant impact on the peak acceleration and the acceleration response spectra of the site seismic response, and the hard interlayer has obvious isolation effect at the seismic motion, and the increase of its thickness reduces the nonlinear effect of the site and leads to the wider influence frequency band. Meanwhile, the higher the input peak acceleration is, the stronger the nonlinear effect of the site, and it’s remarkable that the soft layer overlying the hard interlayer has a significant amplification effect on the seismic motion.

Keyword: site condition; earthquake damage; equivalent linearization; earthquake response; nonlinear

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0 引言

场地条件对地震震害的影响早就为人们所认识(胡聿贤等, 1980)。早在1928年, Wood在分析1906年旧金山大地震的震害分布资料时就已认识到场地条件对震害的重要影响作用(薄景山等, 2003a)。在该次地震中, 市内软弱地基上出现了明显较严重的震害现象, 且其后发生的多次地震的震害均体现了场地条件的影响作用。例如, 1923年日本关东地震中, 东京木结构房屋的破坏率随场地覆盖层厚度的增加而增加; 1967年委内瑞拉地震中, 同一地区的震害因场地条件不同而出现明显的差异; 1968年和1970年菲律宾马尼拉的2次地震中, 不同高度建筑的破坏程度随冲积土层厚度变化而明显改变; 1975年中国海城地震中, 营口市和盘锦地区砖烟囱的破坏程度与海城县和大石桥相当, 而海城县和大石桥一般砖房屋的破坏情况却远比营口市和盘锦地区更严重, 分析发现这与该地区的覆盖土层较厚有关; 1976年唐山地震中, 位于极震区的四二二水泥厂、唐山钢厂和建筑陶瓷厂的房屋倒塌率为50%, 而附近其它地区都在90%以上, 可见震害的显著差异与场地条件有关。同样, 在该次地震中, 天津市有2个地区的震害程度相差较大, 经勘测发现这2个地区场地条件的主要差别是震害较轻的地区地下约10m深处有一淤泥质黏土软弱夹层。 1985年9月19日发生的墨西哥地震的震害情况进一步表明了场地条件对震害具有显著的影响, 在该地震中, 距震中400km外的墨西哥城出现了严重的震害, 且程度远远超过了该城市周围的地区, 分析结果表明墨西哥城坐落在一个很深的沉积盆地上, 震害的加重可归因于盆地内深厚软弱的沉积层导致的地震动显著放大、强震动持时加长等。

场地条件泛指场地近地表的覆盖土层、地形地貌和断裂破碎带等局部地质条件。若干研究表明, 场地条件对震害影响的实质是对地震动的显著放大或减小效应。近年来, 场地近地表覆盖土层对地震动的影响已引起了人们的重视, 并在此方面开展了诸多研究, 结果表明, 覆盖土层的形成年代、成因类型、厚度差异、土层结构及土体动力特性等因素可对场地地震效应造成显著影响。尽管国内外关于场地效应的研究很多且成果斐然(Huang et al., 2001; 薄景山等, 2003a, b; 高峰等, 2003, 2006; Boore, 2004; 陈国兴等, 2004; 楼梦麟等, 2006; 李伟华等, 2009; 胡文凯等, 2010; 金丹丹等, 2012; 王国新等, 2013; 李恒等, 2014; 王红卫等, 2015; 闫孔明等, 2017), 但鲜有关于硬夹层对场地地震反应影响的报道。针对此研究现状, 本文将通过下伏有硬夹层核电站场地的一维土层地震反应分析, 讨论硬夹层厚度对场地地震反应的影响及其规律, 以期为确定类似场地的核电工程抗震设计地震动参数提供依据。

1 一维场地地震反应分析模型

一维场地地震反应分析模型是依据场地土层剖面的土层分层厚度、土层土体性状描述资料及场地土层土体的力学特性资料(土体的剪切波速、密度及动力非线性特性参数)而建立的。本文依据下伏有硬夹层核电站工程场地的工程地震钻探资料及土体的力学特性与动力非线性特性试验数据, 建立了含硬夹层场地地震反应的一维分析模型, 以分析硬夹层对场地地震反应的影响。分析模型的土层剖面与对应土层的力学特性参数列于表1, 模型中各类土的动力非线性特性参数值列于表2。

表1 实验子区域概况 Table 1 Overview of subareas

表2 不同土类的动力非线性特性参数值 Table2 The dynamic nonlinear parameter values of different soil types

土类序号	岩土名称	参数	剪应变γ × 10⁴
			0.05	0.1	0.5	1	5	10	50	100
1	粉质黏土	G/G_max	0.992	0.984	0.924	0.859	0.633	0.463	0.147	0.079
		λ	0.019	0.030	0.046	0.058	0.092	0.112	0.169	0.184
2	粉砂	G/G_max	0.992	0.984	0.925	0.861	0.664	0.497	0.165	0.090
		λ	0.004	0.007	0.025	0.036	0.074	0.120	0.239	0.273
3	粉质黏土	G/G_max	0.996	0.992	0.960	0.924	0.661	0.493	0.163	0.089
		λ	0.005	0.009	0.032	0.047	0.065	0.103	0.192	0.215
4	粉质黏土	G/G_max	0.993	0.987	0.937	0.881	0.718	0.560	0.203	0.113
		λ	0.004	0.007	0.028	0.045	0.060	0.098	0.204	0.236
5	粉质黏土	G/G_max	0.991	0.983	0.919	0.870	0.762	0.678	0.316	0.188
		λ	0.005	0.009	0.032	0.047	0.055	0.091	0.193	0.224
6	粉质黏土	G/G_max	0.994	0.989	0.946	0.897	0.728	0.572	0.211	0.118
		λ	0.005	0.009	0.030	0.041	0.062	0.086	0.189	0.228
7	粉质黏土	G/G_max	0.990	0.980	0.905	0.827	0.702	0.601	0.232	0.131
		λ	0.005	0.009	0.032	0.047	0.061	0.099	0.198	0.226
8	粉砂	G/G_max	0.989	0.978	0.947	0.906	0.822	0.716	0.371	0.227
		λ	0.005	0.009	0.032	0.037	0.054	0.083	0.186	0.282
9	粉质黏土	G/G_max	0.992	0.985	0.938	0.896	0.801	0.703	0.321	0.191
		λ	0.005	0.009	0.032	0.044	0.063	0.085	0.172	0.208
10	粉质黏土	G/G_max	0.993	0.986	0.943	0.905	0.834	0.763	0.439	0.281
		λ	0.005	0.010	0.034	0.048	0.068	0.081	0.157	0.179
11	粉质黏土	G/G_max	0.995	0.991	0.955	0.915	0.746	0.595	0.227	0.128
		λ	0.002	0.004	0.018	0.031	0.056	0.094	0.203	0.238
12	粉质黏土	G/G_max	0.996	0.991	0.958	0.919	0.813	0.685	0.303	0.179
		λ	0.002	0.004	0.018	0.030	0.050	0.083	0.180	0.211
13	粉砂	G/G_max	0.992	0.985	0.934	0.897	0.831	0.757	0.453	0.293
		λ	0.001	0.003	0.012	0.018	0.035	0.050	0.104	0.120
14	粉质黏土	G/G_max	0.989	0.978	0.913	0.876	0.782	0.701	0.413	0.262
		λ	0.017	0.025	0.041	0.044	0.053	0.066	0.128	0.189
15	粉质黏土	G/G_max	0.992	0.984	0.923	0.884	0.703	0.611	0.239	0.136
		λ	0.005	0.009	0.032	0.047	0.071	0.088	0.175	0.206
16	粉质黏土	G/G_max	0.993	0.986	0.935	0.886	0.713	0.624	0.249	0.142
		λ	0.002	0.005	0.022	0.038	0.075	0.093	0.198	0.242
17	粉质黏土	G/G_max	0.990	0.980	0.907	0.862	0.712	0.607	0.236	0.134
		λ	0.021	0.032	0.061	0.078	0.118	0.143	0.179	0.198
18	火山角砾岩	G/G_max	0.990	0.970	0.900	0.850	0.700	0.550	0.320	0.200
		λ	0.004	0.006	0.019	0.030	0.075	0.090	0.110	0.120
19	基岩	G/G_max	1.000	1.000	1.000	1.000	1.000	1.000	1.000	1.000
		λ	0.050	0.050	0.050	0.050	0.050	0.050	0.050	0.050

表2 不同土类的动力非线性特性参数值 Table2 The dynamic nonlinear parameter values of different soil types

2 输入地震动

由于计算模型覆盖土层较厚, 对输入地震动的影响频带较宽, 即不但对高频地震动有显著影响, 甚至对低频(长周期)地震动亦会产生明显影响。同时, 考虑核电站工程场地所处地震构造环境, 会造成影响的地震多为远场大震, 为此将选择具有较宽频带的地震动作为计算输入。基于这一考虑, 本文选择汶川8.0级地震中近场的绵竹清平强震动台站(断层距约3km)所获得的EW向加速度记录作为输入地震动(中国地震局震害防御司, 2008), 其峰值加速度为824.1gal。输入加速度时程如图 1所示, 相应的加速度反应谱如图 2所示。由图 2可以看出, 输入地震动具有较宽的频带, 尤其是具有丰富的长周期成分, 在周期20s处的反应谱值亦高达25.6gal。

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	图 1 输入加速度时程Fig. 1 Input acceleration history.

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	图 2 输入加速度反应谱Fig. 2 The response spectra of input acceleration.

为了考虑不同输入水平下硬夹层对土层地震反应的影响, 在土层地震反应分析中, 经调幅后实际输入地震动时程的峰值加速度分别为50gal、 100gal和200gal。

3 场地地震反应分析

为了考虑不同厚度的硬夹层对场地土层地震反应的影响, 本文将通过用硬夹层下伏土层替换硬夹层的方法来改变硬夹层的厚度。对于如表1所示的计算模型, 用下伏粉质黏土替换玄武岩与火山角砾岩, 使各分析模型含有不同厚度的硬夹层。依据表1最终确定了5个计算模型, 其硬夹层厚度分别为20.7m、 48.6m、 78.7m、 102.7m和153.7m。其中, 模型1将层8的玄武岩与层9— 层11的火山角砾岩替换为粉质黏土; 模型2将层9— 层11的火山角砾岩替换为粉质黏土; 模型3将层10— 层11的火山角砾岩替换为粉质黏土; 模型4将层11的火山角砾岩替换为粉质黏土; 模型5为未进行土层替换的原计算模型。替换层粉质黏土的剪切波速将依据回归公式(1)确定(即表1中剪切波速一列中带括号的数值), 该回归公式基于场地钻探现场原位剪切波速的测试数据经统计回归得出, 统计数据的采样点与回归关系如图 3所示。

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	图 3 样本点及回归曲线Fig. 3 Sample points and regression curve.

$V_{S} = 420.8 e^{0 . {0017 H}^{}}$ (1)

式中, H为深度。

硬夹层对场地地震反应的影响分析采用一维土层剪切动力反应分析的等效线性化方法, 该方法的基本原理在文献(齐文浩等, 2007)中有详细介绍, 本文不再赘述。

采用一维土层非线性地震反应分析的等效线性化方法计算得到了输入地震动的峰值加速度分别为50gal、 100gal和200gal时上述5个分析模型的地震反应, 计算结果包括硬夹层顶板与场地地表峰值加速度和加速度反应谱。

表3、表4分别给出了不同厚度硬夹层顶板及场地地表的水平向峰值加速度。总体而言, 不同输入地震动水平下, 随着硬夹层厚度的增加, 硬夹层顶板与场地地表的峰值加速度并非单调地减少或增加, 而是均表现为先逐渐减小、继而逐渐增加的特征, 其中模型3的峰值加速度最小, 模型5的峰值加速度最大, 表明硬夹层厚度对场地地震反应的峰值加速度具有明显影响。同时, 由表3、表4可以看出, 不同输入地震动水平下, 硬夹层顶板的加速度峰值均小于输入加速度的峰值, 这表明硬夹层对地震动具有明显的隔震效应, 定性分析这种隔震效应是由硬夹层相对下伏土层的高波阻抗比引起的。但地表加速度峰值均大于输入加速度峰值, 表明硬夹层上覆软土层对地震动具有显著的放大作用。

表3 不同输入水平下硬夹层顶板的水平向峰值加速度(单位: gal) Table3 The horizontal peak acceleration on the top of hard interlayer under different input seismic motion levels(unit: gal)

表4 不同输入水平下场地地表的水平向峰值加速度(单位: gal) Table4 The horizontal peak acceleration on the surface of site under different input seismic motion levels(unit: gal)

为了进一步分析不同厚度的硬夹层对场地地震反应的影响, 表5给出了硬夹层顶板和场地地表的峰值加速度与输入地震动峰值加速度之比和场地地表峰值加速度与硬夹层顶板峰值加速度之比。由表5可以看出, 输入地震动水平相同时, 对于不同厚度的硬夹层, 顶板峰值加速度与输入峰值加速度之比均< 1, 而场地地表峰值加速度与输入峰值加速度之比> 1, 且随着硬夹层厚度的增加, 硬夹层顶板和场地地表峰值加速度与输入峰值加速度之比表现为先逐渐减小后逐渐增加的趋势, 其中模型3的比值最小, 模型5的比值最大, 表明硬夹层厚度对场地反应峰值加速度具有明显影响, 硬夹层上覆土层对地震动具有显著的放大效应。在硬夹层厚度相同的情形下, 硬夹层顶板的峰值加速度与输入峰值加速度之比随输入峰值加速度的增加而逐渐减小; 除模型4外, 其余模型的场地地表峰值加速度与输入峰值加速度之比亦表现为随输入峰值加速度的增加而逐渐减小的特征, 表明输入峰值加速度越高、场地非线性效应越强。在输入地震动水平相同时, 随着硬夹层厚度的增加, 场地地表的峰值加速度与硬夹层顶板的峰值加速度之比总体表现出逐渐增加的趋势, 表明硬夹层厚度的增加减小了场地非线性效应。但对于硬夹层厚度不同的情形, 随着输入峰值加速度的增加, 场地地表峰值加速度与硬夹层顶板峰值加速度之比的变化规律不一致, 当硬夹层厚度为20.7m、 48.6m时先减小后增加, 而硬夹层厚度为78.7m、 102.7m时先增加后减小, 硬夹层厚度为153.7m时逐渐增加, 该结果亦表明硬夹层对场地地震反应峰值加速度具有明显影响。

表5 峰值加速度比的计算结果(单位: gal) Table5 Peak acceleration ratios(unit: gal)

图4、图 5为输入水平和硬夹层厚度均不同的情形下, 硬夹层顶板与场地地表的加速度反应谱。可以看出, 8s及以上周期的加速度反应谱差异不明显, 且随着周期逐渐变长, 其反应谱越来越接近; 8s周期以内的加速度反应谱差异明显, 尤其是较短周期的加速度反应谱差异较明显, 总体趋势是硬夹层越厚则场地加速度反应谱值越大, 且对于硬夹层厚度为153.7m的场地, 其加速度反应谱值明显高于其它厚度的硬夹层场地。由此可知, 硬夹层对短周期加速度反应谱的影响显著, 且随着硬夹层厚度变大, 其所影响的频带变宽, 而对于影响频带范围之外的加速度反应谱的影响很小, 且周期越长、影响越小。

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	图 4 不同输入水平下不同硬夹层厚度的模型场地地表加速度反应谱Fig. 4 The acceleration response spectra on the surface of site for different hard interlayer thicknesses.

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	图 5 不同输入水平下不同硬夹层厚度的硬夹层顶板加速度反应谱Fig. 5 The acceleration response spectra on the top of hard interlayer for different hard interlayer thicknesses.

4 结语

本文基于某核电站场地工程地质剖面, 用硬夹层下伏粉质黏土对原工程地质剖面中的硬夹层(玄武岩和火山角砾岩)进行替换, 构建了5个具有不同硬夹层厚度的工程地质剖面, 继而建立了5个一维土层地震反应分析模型, 并应用一维土层地震反应等效线性化方法分析了硬夹层对场地地震反应的影响, 数值分析结果表明:

(1)不同输入地震动水平下, 硬夹层顶板的峰值加速度均小于输入峰值加速度, 而地表峰值加速度均大于输入峰值加速度。此外, 硬夹层顶板与场地地表的峰值加速度随着硬夹层厚度的增加呈先逐渐减小后逐渐增加的趋势。

(2)相同输入地震动水平下, 硬夹层顶板的峰值加速度与输入峰值加速度之比较场地地表峰值加速度与输入峰值加速度之比小, 且随着硬夹层厚度的增加, 硬夹层顶板和场地地表的峰值加速度与输入峰值加速度之比表现为先逐渐减小后逐渐增加的趋势; 硬夹层厚度相同的情形下, 硬夹层顶板和场地地表的峰值加速度与输入峰值加速度之比总体呈随输入峰值加速度的增加而逐渐减小的趋势。

(3)相同输入地震动水平下, 随着硬夹层厚度的增加, 场地地表的峰值加速度与硬夹层顶板的峰值加速度之比总体呈逐渐增加的趋势; 但对于不同的硬夹层厚度, 随输入峰值加速度的增加, 场地地表峰值加速度与硬夹层顶板的峰值加速度之比的变化规律不一致。

(4)硬夹层对短周期加速度反应谱的影响显著, 且随硬夹层变厚、影响频带变宽, 而对于影响频带之外的加速度反应谱影响很小, 周期越长影响越小。

(5)硬夹层顶板与场地地表的峰值加速度、峰值加速度之比及反应谱随硬夹层厚度及输入地震动强度的变化特征表明: 硬夹层对场地地震反应的峰值加速度及加速度反应谱具有显著影响, 硬夹层具有明显的隔震效应, 其厚度的增加将减小场地的非线性效应, 且其对反应谱的影响频带越宽; 输入峰值加速度越高则场地非线性效应越强; 硬夹层上覆软土层对地震动具有显著的放大作用。

The authors have declared that no competing interests exist.

参考文献

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2003

0.0

... 薄景山等, 2003a, b ...

2003

0.0

... 早在1928年, Wood在分析1906年旧金山大地震的震害分布资料时就已认识到场地条件对震害的重要影响作用(薄景山等, 2003a) ...

... 薄景山等, 2003a, b ...

2004

0.0

... 陈国兴等, 2004 ...

2006

0.0

高峰, 陈兴冲, 严松宏. 2006. 季节性冻土和多年冻土对场地地震反应的影响[J]. 岩石力学与工程学报, 25(8): 1639—1644.

GAO

Feng

, CHEN

Xing-chong

, YAN

Song-hong

. 2006. Influence of permafrost and seasonally frozen soil on seismic responses of sites[J]. Chinese Journal of Rock Mechanics and Engineering, 25(8): 1639—1644(in Chinese).

The seismic responses of site will be influenced to certain extension when seasonal frozen soil and permafrost exist. According to one-dimensional fluctuation theory，the seismic responses field of Classes I and II in permafrost and seasonal frozen soils are calculated under multifarious earthquakes by using equivalent linearization program of plane-stratum earthquake response. The influences of seismic responses in field are analyzed due to the thickness change of frozen soil layer. It indicates that in seasonal frozen regions，the peak value of ground surface acceleration decreases when seasonal frozen soil exists；and its acceleration peak value decreases with decrease of temperature of frozen soil and with increase of thickness of frozen soil. The influences of frozen soil/site of Class I are greater than that of Class II. The calculated results also show that in permafrost，the deeper of frozen soil layer is，the more decrescent of the site ground acceleration peak value for site of Class II is. However，the rule is not suitable for site of Class I. When the overlay of permafrost is thawy soil，the acceleration peak value is greater than that when the overlay permafrost changes into frozen soil.

季节性冻土和多年冻土的存在，对场地的地震反应将产生一定的影响。根据一维波动理论，应用水平层状场地地震反应的等效线性化有关程序，对季节性I，II类场地的冻土区和多年冻土区在不同地震波作用下的反应进行计算，分析冻土层的变化对场地地震反应的影响。计算结果表明：在季节性冻土区，冻土层使自由场地的地面峰值加速度减小，且随冻土地温降低，冻土厚度增大、地面的加速度减小。对II类场地的冻土层影响大于I类场地；在多年冻土区，冻土层厚度越大，II类场地的地面加速度越小，而在I类场地上没有此规律。多年冻土上界以上为融土时，地表面的加速度峰值比上界以上为季节性冻土时要大。

... 高峰等, 2003, 2006 ...

2003

0.0

高峰, 严松宏, 陈兴冲, 等. 2003. 场地地震反应分析[J]. 岩石力学与工程学报, 22(S2): 2789—2793.

GAO

Feng

, YAN

Song-hong

, CHEN

Xing-chong

, et al. 2003. Analyses on seismic responses of ground[J]. Chinese Journal of Rock Mechanics and Engineering, 22(S2): 2789—2793(in Chinese).

The changes of earthquake acceleration in bed rock after transiting in horizontal soil layers are calculated by using the method of equivalent linearization. The influence of frozen earth layers and radiant damps of groundwork is considered and back-analysis is performed. The results indicate that the factors of radiant damps of groundwork and changes of seasons should be considered in seismatic design of structure.

采用一维等效线性化方法，计算分析了基岩地震动经水平成层的土壤传播后所发生的变化，考虑了冻土层的存在和地基辐射阻尼的影响，并按一维波动理论进行了反演计算。计算结果表明，在结构抗震设计时，应考虑季节的变化、地基辐射阻尼和场地区域地震动特性等因素的影响。

... 高峰等, 2003, 2006 ...

2010

0.0

... 胡文凯等, 2010 ...

1980

0.0

... 0 引言场地条件对地震震害的影响早就为人们所认识(胡聿贤等, 1980) ...

2012

0.0

... 金丹丹等, 2012 ...

2014

0.0

李恒, 张静波, 吴建超. 2014. 软夹层和硬夹层对地表地震动特性的影响[J]. 地震工程学报, 36(3): 441—445.

Heng

, ZHANG

Jing-bo

, WU

Jian-chao

. 2014. Effects of soft and hard interlayers on ground motion characteristics[J]. China Earthquake Engineering Journal, 36(3): 441—445(in Chinese).

The program for one-dimensional equivalent linear soil seismic response is verified using the underground and surface seismic records of the KiK network in Japan.The results show that，in the range of small soil deformations，the calculated ground motions are consistent with the actual motions for the sites where the stiffness of soil layers increase with depth，but not for the sites with soft or hard interlayers.Accordingly，this paper presents a method to study the effects of soft and hard interlayers on ground motions.As a reference，the interlayer is replaced by a normal soil layer to meet the condition of increasing stiffness.Then，the surface seismic response excited by the actual underground motions is computed using the program.Comparing the computed motions and the actual motions on the surface，conclusions can be drawn.Some representative sites are studied in this paper.The results show that the effects of soft and hard interlayers on ground motions are consistent；there is an amplification of high-frequency motions if the interlayer is shallow，but there is an action of seismic isolation to high-frequency motions if the interlayer is deep.

利用日本KIK台网地表和井下地震记录验证了一维等效线性化土层地震反应程序，结果表明在土体小变形范围内，对于刚度递增型场地，程序计算结果与实际相符；而对于含软夹层或硬夹层的场地，程序计算结果与实际相差较大。据此，本文提出了一种研究软夹层和硬夹层对地表地震动影响的方法。为得到参照标准，将真实土层剖面中的夹层替换为正常土层，以满足刚度递增条件，采用土层地震反应程序计算在井下地震记录激励下的地表反应。将其与该场地地表实际地震记录进行对比分析，可得到软夹层和硬夹层对地表地震动的影响结论。本文对几个典型场地进行计算分析后得到如下结论：软夹层与硬夹层对地表地震动的影响是一致的；当夹层处于覆盖层上部时对高频地震动有较强的放大作用；当夹层处于覆盖层下部时对高频地震动有隔震作用。

... 李恒等, 2014 ...

2009

0.0

... 李伟华等, 2009 ...

2006

0.0

... 楼梦麟等, 2006 ...

2007

0.0

... 硬夹层对场地地震反应的影响分析采用一维土层剪切动力反应分析的等效线性化方法, 该方法的基本原理在文献(齐文浩等, 2007)中有详细介绍, 本文不再赘述 ...

2013

0.0

... 王国新等, 2013 ...

2015

0.0

王红卫, 冯志军, 刘希强, 等. 2015. 山东地区地震动峰值加速度场地效应的定量分析[J]. 地震地质, 37(1): 44—52. doi: DOI: 103969/j. issn. 0253-4967. 2015. 04.

WANG

Hong-wei

, FENG

Zhi-jun

, LIU

Xi-qiang

, et al. 2015. Quantitative analysis of site effect on seismic ground motion peak acceleration in Shand ong area[J]. Seismology and Geology, 37(1): 44—52(in Chinese).

Site effect on seismic peak ground acceleration is widely considered in such fields as seismic ground motion parameter zonation, earthquake early warning and quick assessment of seismic damage losses. Documents on seismic safety evaluation of engineering sites, including site type, overburden thickness, shear wave velocity, calculated seismic peak ground accelerations on both rock and soil surface for 2 630 engineering sites in Shandong Province have been collected in this paper. On the basis of these data, site amplification factor and site index for each site have been calculated. The site index is an integrated index to characterize the site condition and is computed from the shear wave velocity, density and thickness of the cover layers. Its values may change from 0 to 1. With the method of regression analysis, the relations among the site amplification factor, peak acceleration of bedrock and the site index are studied. A quantitative statistical relation between site amplification factor and other parameters is achieved. The site amplification factor in this paper is expressed as functions of peak acceleration of bedrock and site index, thus, its value may change continuously with the changing of the other parameters. The statistical relation for the site amplification factor in this paper is acquired on the basis of numerous, widely distributed data in Shandong Province, especially, site conditions can be represented in detail with site index. Therefore, the acquired statistical relation could characterize the changing scenarios of the site amplification factor with both the peak acceleration of the rock surface and the site condition details. The results show that the site amplification factor is negatively linearly related with the rock surface seismic peak ground acceleration and nonlinearly related with the site index.

Earthquake Administration of Shandong Province, Jinan 250014, China

地震动峰值加速度场地效应研究在地震区划、地震预警及震害快速评估等方面有着广泛的应用前景。收集整理了2004—2012年山东地区2 630个地震安全性评价工程的相关资料, 包括场地类型、覆盖层厚度、钻孔剪切波速、自由基岩和土层表面地震动峰值加速度计算结果。利用上述资料计算得到了每个工程场地的场地效应放大因子和场地指数;采用回归分析方法, 对场地效应放大因子与基岩峰值加速度、场地指数之间的关系进行了研究并得出了三者之间的定量统计表达式, 实现了场地效应放大因子的连续取值。结果表明, 场地效应放大因子与基岩峰值加速度之间为线性负相关, 与场地指数之间为非线性相关。

... 王红卫等, 2015 ...

2017

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... 闫孔明等, 2017), 但鲜有关于硬夹层对场地地震反应影响的报道 ...

0.0

... 0级地震中近场的绵竹清平强震动台站(断层距约3km)所获得的EW向加速度记录作为输入地震动(中国地震局震害防御司, 2008), 其峰值加速度为824 ...

2004

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... Boore, 2004 ...

2001