Study on Scaling Ratios for Spectral Accelerations of Ground Motion Due to Site Conditions
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摘要: 场地条件对地震动特性影响显著，在抗震设计反应谱的确定过程中，需根据场地条件对加速度反应谱予以相应的调整。已有场地条件影响调整方案研究成果，均基于数值模拟或局部地区强震动记录统计，多数仅给出了峰值加速度PGA场地条件影响调整系数，对非线性的考虑缺乏观测数据依据。为此在全球强震动记录统计获得的PGA归一化加速度反应谱和日本钻井台阵记录获得的加速度反应谱平台值非线性衰减指数的基础上，结合钻孔模型数值模拟和近期研究成果，建立了考虑场地条件影响非线性的地震动加速度反应谱场地条件影响调整系数方案。Abstract: The characteristics of ground motion are significantly affected by site conditions. During the determination of seismic design spectra, it is necessary to adjust the spectral accelerations according to the site conditions. Most of the current adjustment schemes only gave the peak acceleration (PGA) scaling ratios lacking of observing basis for considering the nonlinearity, which were based on numerical simulations of borehole models or statistics of local strong motion records. Based on the PGA normalized spectral accelerations obtained from the statistics of global strong motion records and the nonlinear attenuation exponents for platform values of spectral accelerations obtained from the records of Japanese borehole arrays, combined with the numerical simulation of borehole models and the previous research results, a novel scaling ratios for spectral accelerations of ground motion due to site conditions considering the nonlinearity is established in this paper.
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Key words:
- Strong motion /
- Site condition /
- Seismic site effect /
- Spectral acceleration /
- Site scaling ratio
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图 1 近期研究给出的Ⅱ、Ⅲ、Ⅳ类场地相对于Ⅰ类场地的PGA调整系数（PGA≤0.5 m·s−2）
Figure 1. Scaling ratios for PGA on site classification II, III, and IV with respect to site classification I given in recent researches (PGA ≤ 0.5 m·s−2)
图 2 钻孔模型数值模拟给出的Ⅱ、Ⅲ、Ⅳ类场地相对于Ⅰ类场地的PGA放大系数及拟合曲线
Figure 2. Amplification factors and their fitting lines for PGA on site classification II, III, and IV with respect to site classification I given by numerical simulation of borehole models
图 3 Ⅰ、Ⅱ、Ⅲ类场地上MW=5.5、6.0、6.5、7.0、7.5、8.0时PGA归一化反应谱拟合曲线
Figure 3. Fitting curves for PGA normalized spectral accelerations when MW=5.5, 6.0, 6.5, 7.0, 7.5, 8.0 on site classification I, II, and III
图 4 Ⅱ、Ⅲ类场地相对于Ⅰ类场地的归一化反应谱放大系数及调整系数建议值
Figure 4. Amplification factors for normalized spectral accelerations on site classification II and III with respect to site classification I, and the scaling ratios recommended
图 5 MW≈6.75时Ⅳ类场地上PGA归一化反应谱平均值及其与Ⅰ、Ⅱ、Ⅲ类场地的比较
Figure 5. Average value of PGA normalized spectral accelerations on site classification IV, and their comparisons to these on site classification I, II, and III when MW≈6.75
图 6 Ⅳ类场地相对于Ⅰ类场地的归一化反应谱放大系数与调整系数建议值
Figure 6. Amplification factors for normalized spectral accelerations on site classification IV with respect to site classification I, and the scaling ratios recommended
图 7 典型台阵归一化地表/井下谱比平台值随地震动强度的变化
Figure 7. Platform values of normalized surface/downhole spectral accelerations changing with strength of motions at station IWTH21 on site classification II, station FKSH14 on site classification III, and station IBRH10 on site classification IV
图 8 不同场地条件非线性衰减指数统计箱形图
Figure 8. Box-plots for nonlinear attenuation exponents on site classification I, II, III, and IV
图 9 Ⅱ、Ⅲ、Ⅳ类场地相对于I1类场地的地震动加速度反应谱场地条件影响调整系数
Figure 9. Scaling ratios for spectral accelerations of ground motion due to site conditions on site classification II, III, and IV with respect to site classification I1 when PGA （a） ≤0.5 m·s−2, （b） =1.0 m·s−2, （c） =1.5 m·s−2, （d） =2.0 m·s−2, （e） =3.0 m·s−2, and （f） ≥4.0 m·s−2 on site classification I1
表 1 我国场地条件分类标准
Table 1. Classification basis of site conditions in China
岩石的剪切波速或土的等效剪切波速/m·s−1 Ⅰ0 Ⅰ1 Ⅱ Ⅲ Ⅳ 覆盖层厚度/m VS>800 0 — — — — 800≥VS>500 — 0 — — — 500≥VSE>250 — <5 ≥5 — — 250≥VSE>150 — <3 3~50 >50 — VSE≤150 — <3 3~15 15~80 >80 注：表中VS系岩石的剪切波速。 
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表 2 近期研究及本文钻孔模型给出的PGA场地条件影响调整系数（PGA≤0.5 m·s−2）
Table 2. Scaling ratios for PGA due to site conditions given in recent researches （PGA ≤ 0.5 m·s−2）
参考文献 Ⅰ类场地 Ⅱ类场地 Ⅲ类场地 Ⅳ类场地 统计数据 薄景山（1998） 0.98 1.00# 0.99# — 美国西部235条强震动记录 李小军等（2001b） 1.00 1.50 1.10 0.80 我国188个钻孔数值模拟 耿淑伟（2005） 0.53 1.00 2.00# 0.74 美国西部470条强震动记录 吕红山等（2007） 0.80 1.00 1.20 1.60# 美国几十个台站钻孔数值模拟 赵艳等（2009） 1.00 1.00# 3.00# — 美国812条强震动记录 刘峥等（2009） 1.00 — — 1.16 美国西部728条强震动记录 郭锋等（2011） 1.00 1.80 1.29 1.10 日本484条强震动记录 兰景岩等（2012） 0.96 1.30 1.25 1.29 我国235个钻孔数值模拟 崔昊等（2016） 0.70 1.00 0.90 — 日本1 609组强震动记录 卞方东等（2017） 0.80 1.00 1.20 1.15 日本1 233组强震动记录 本文钻孔模型平均值 1.00 1.45 1.28 1.01 我国1 130个钻孔数值模拟 近期研究成果平均值 1.00 1.48 1.32 1.16 注：标#数据未参与平均值统计
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表 3 PGA场地条件影响调整系数
Table 3. Scaling ratios for PGA due to site conditions with PGA on site classification I1
场地类别 I1类场地PGA/m·s−2 ≤0.5 1.0 1.5 2.0 3.0 ≥4.0 I0 0.90 0.90 0.90 0.90 0.90 0.90 I1 1.00 1.00 1.00 1.00 1.00 1.00 Ⅱ 1.48 1.46 1.45 1.44 1.43 1.42 Ⅲ 1.32 1.28 1.26 1.25 1.24 1.23 Ⅳ 1.16 1.10 1.07 1.05 1.02 1.00
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表 4 T=0.30 s加速度反应谱场地条件影响调整系数
Table 4. Scaling ratios for Sa（T=0.30 s） due to site conditions with PGA on site classification I1
场地类别 I1类场地PGA/m·s−2 ≤0.5 1.0 1.5 2.0 3.0 ≥4.0 I0 0.90 0.90 0.90 0.90 0.90 0.90 I1 1.00 1.00 1.00 1.00 1.00 1.00 Ⅱ 1.67 1.65 1.64 1.63 1.61 1.60 Ⅲ 1.64 1.60 1.58 1.57 1.55 1.53 Ⅳ 1.43 1.36 1.33 1.30 1.26 1.24
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表 5 T=1.00 s加速度反应谱场地条件影响调整系数
Table 5. Scaling ratios for Sa（T=1.00 s） due to site conditions with PGA on site classification I1
场地类别 I1类场地PGA/m·s−2 ≤0.5 1.0 1.5 2.0 3.0 ≥4.0 I0 0.90 0.90 0.90 0.90 0.90 0.90 I1 1.00 1.00 1.00 1.00 1.00 1.00 Ⅱ 1.97 1.94 1.93 1.92 1.90 1.89 Ⅲ 2.28 2.23 2.20 2.18 2.15 2.13 Ⅳ 2.56 2.44 2.38 2.33 2.27 2.22
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表 6 T=3.00 s加速度反应谱场地条件影响调整系数
Table 6. Scaling ratios for Sa（T=3.00 s） due to site conditions with PGA on site classification I1
场地类别 I1类场地PGA/m·s−2 ≤0.5 1.0 1.5 2.0 3.0 ≥4.0 I0 0.90 0.90 0.90 0.90 0.90 0.90 I1 1.00 1.00 1.00 1.00 1.00 1.00 Ⅱ 1.84 1.82 1.80 1.79 1.78 1.77 Ⅲ 3.20 3.13 3.09 3.06 3.02 2.99 Ⅳ 3.89 3.71 3.61 3.54 3.44 3.37
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