Problems and suggestions on site classification
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摘要: 针对现行建筑抗震设计规范中场地分类方法面临的场地分类物理含义不明确，各类场地的界限容易引起设计地震动参数发散等问题进行了探讨并给出解决建议。针对场地分类物理含义不明确的问题，在现行场地分类方法的基础上，根据场地覆盖层厚度和等效剪切波速，对场地进行分层次分类：第一层次与现行的分类相一致，以场地基本周期为基础，根据覆盖层厚度进行分类；第二层次在第一层次分类基础上进一步考虑场地软硬程度，根据等效剪切波速进行亚分类。根据目前对厚软场地地震灾害及地震动特性的研究，并结合大量长周期建筑结构的经济建设发展现状，对场地分类进行了扩展，由原来的四大类扩展到五大类，同时明确各分类界限，尤其是Ⅱ，Ⅲ和Ⅳ类场地的界限由原来的开放式进行有限化，有效地避免了由场地分类导致的设计地震动参数发散的问题。Abstract: The physical meaning of site classification is not clear in the current seismic design code for buildings, at the same time, the boundary of site classification is easy to cause the divergence of design ground motion parameters. For the above problems and deficiencies, some suggestions are given. To solve the problem that the physical meaning of site classification is not clear, on the basis of the current site classification method, according to the site classification index such as the covering layer thickness and the equivalent shear wave velocity, the sites are classified by two-level: the first level classification is consistent with the current one, which classifies sites based on the fundamental period of the site and the thickness of the overburden layer; the second level classification further considers the degree of hardness of the geotechnical medium based on the first level classification, and sub-classification according to equivalent shear wave velocity. Based on the current research on seismic disaster and seismic motion characteristics of thick soft site, combined with the development of long-period constructions, the site classification is expanded from the original four categories to five categories, at the same time, the boundary of each classification, especially the boundary of class II, III and IV sites, is limited from the original open type, which can effectively avoid the problem of divergence of design ground motion parameters caused by site classification. The related research results can provide reference for site classification and determination of design ground motion parameters.
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图 1 （a） 西安台地震动加速度时程；（b） 长安台地震动加速度时程；（c） 西安台与长安台的加速度反应谱；（d） 西安台与长安台的相对位置示意图
Figure 1. （a） Time-history of ground motion acceleration at Xi'an station；（b） Time-history of ground motion acceleration at Chang'an station；（c） Acceleration response spectra of Xi'an station and Chang'an station；（d） Diagrammatic sketch of the relative position of Xi'an station and Chang'an station
表 1 《建筑抗震设计规范》（GB50011—2010）中的场地分类方法
Table 1 Site classification method in Code for Seismic Design of Buildings （GB50011—2010）
岩石的剪切波速或土的等效
剪切波速/（m·s−1）覆盖层厚度/m Ⅰ 0 Ⅰ 1 Ⅱ Ⅲ Ⅳ 800＜vS 0 500＜vS≤800 0 250＜vSe≤500 ＜5 ≥5 150＜vSe≤250 ＜3 3—50 ＞50 vSe≤150 ＜3 3—15 15—80 ＞80 注：表中vS表示岩石的剪切波速，vSe表示土层计算深度内的等效剪切波速，计算深度取覆盖层厚度和20 m中的较小值。 
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表 2 建议场地分类方法
Table 2 Suggested site classification method
岩石的剪切波速或土的等效
剪切波速/（m·s−1）覆盖层厚度/m 场地类别亚类 Ⅰ 0 Ⅰ 1 Ⅱ Ⅲ Ⅳ Ⅴ vS＞800 0 800≥vS＞500 0 500≥vSe＞250 ＜5 5—30 30—100 100—280 ＞280 1 250≥vSe＞150 ＜3 3—20 20—90 90—270 ＞270 2 vSe≤150 ＜3 3—15 15—80 80—260 ＞260 3 注：表中vS表示岩石的剪切波速，vSe表示近地表20 m岩土介质等效剪切波速
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表 3 中硬场地钻孔资料及分析结果
Table 3 Drilling data and analysis results of medium-hard sites
钻孔 层序 厚度/m 剪切波速
/（m·s−1）场地卓越
周期/s根据钻孔资料计算的
场地基本周期/s现行规范
场地分类本文场地分类
及特征描述CHBH10 1 24 240 1.42
1.45
2.062.59 Ⅲ Ⅳ2
厚中硬场地2 50 340 3 176 440 4 300 580 5 450 770 6 CHBH13 1 22 220 0.66
0.57
0.562.22 Ⅲ Ⅳ2
厚中硬场地2 78 350 3 100 430 4 350 570 5 300 680 6 CHBH12 1 22 190 1.70
1.73
1.971.31 Ⅲ Ⅳ2
厚中硬场地2 76 360 3 122 580 4 180 680 5 450 850 6 KNGH11 1 22 220 0.92
0.94
1.021.44 Ⅲ Ⅳ2
厚中硬场地2 78 300 3 124 580 4 126 920 5 125 1360 6 注：场地的卓越周期是陈永新（2015）文中根据强震记录获得的结果，下同
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表 4 软弱场地钻孔资料及分析结果
Table 4 Drilling data and analysis results of soft sites
钻孔 层序 厚度/m 剪切波速
/（m·s−1）场地卓越
周期/s根据钻孔资料计算的
场地基本周期现行规范
场地分类本文场地分类
及特征描述IBRH07 1 22 90 1.59 2.62 Ⅳ Ⅳ3
厚软场地2 26 220 3 99 340 4 153 500 5 350 650 6 IBRH10 1 20 110 0.81 2.52 Ⅳ Ⅳ3
厚软场地2 170 380 3 220 530 4 108 850 5 182 2350 6 SZOH35 1 15 100 0.44
0.61
0.220.92 Ⅲ Ⅲ3
中厚软场地2 30 380 3 95 690 4 SZOH42 1 5 50 0.46
0.490.78 Ⅲ Ⅲ3
中厚软场地2 25 260 3 40 630 4 70 690 5
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