Analysis of Stochastic Seismic Response in Typical Soil Sites
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摘要: 针对硬、中、软3种土层场地，选取历史上实测到的Ⅰ类和Ⅱ类场地的地震动记录各100条，分别调整地震动记录加速度峰值至0.1g、0.2g和0.3g，并采用一维等效线性化方法开展了场地随机地震反应研究，系统分析了地震动峰值加速度、速度和位移反应的变异性规律。主要结论为，位移和速度峰值的变异性随场地土变软而增大；位移和速度峰值变异性较加速度峰值的变异性更为突出；利用50条左右的地震动记录即可获得场地地震反应均值和标准差较为稳定的结果。Abstract: For the hard, medium and soft soil sites, the ground motion of the class Ⅰ and class Ⅱ bedrock site were selected from measured data in history and each group contained 100 ground motions. The peak acceleration of ground motion records were adjusted to 0.1g, 0.2g and 0.3g, then the stochastic seismic response of the site was studied by using the one dimensional equivalent linearization method to analysis systematically the variability law of peak ground acceleration, velocity and displacement response. We concluded out that the peak value of the displacement and the velocity variability will increase when soil becoming softer, and the peak value of the displacement and the velocity variability is more prominent than peak acceleration variability. In order to obtain stable results of the mean and standard deviation of site earthquake response about 50 ground motion records are required.
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Key words:
- Typical soil site /
- Stochastic seismic response /
- Variability law
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图 1 金安桥地铁车站场地土体的强度和阻尼比随应变的变化曲线
Figure 1. Curves of soil strength and damping ratio versus strain (Jinanqiao subway station)
图 2 珠市口地铁车站场地土体的强度和阻尼比随应变的变化曲线
Figure 2. Curves of soil strength and damping ratio versus strain (Zhushikou subway station)
图 3 星海广场地铁车站场地土体的强度和阻尼比随应变的变化曲线
Figure 3. Curves of soil strength and damping ratio versus strain (Xinghaiguangchang subway station)
图 5 Ⅰ类和Ⅱ类场地地震动的震级和震源距分布图
Figure 5. Magnitude and hypocentral distance profiles of ground motion of I and II site classes
图 6 不同场地的地震动反应谱特征周期频数分布图
Figure 6. Characteristic frequency spectrum of ground motion response at different sites
图 10 地表相对速度峰值均值和变异性
Figure 10. Mean value and variability of surface relative velocity
图 11 场地沿深度方向相对位移峰值分布
Figure 11. Peak distribution of relative displacement in the depth direction
图 12 地表相对位移峰值均值和变异性
Figure 12. Peak value and variability of surface relative displacement
图 13 金安桥站加速度、速度、位移峰值均值和标准差
Figure 13. Mean value and standard deviation of acceleration, velocity and displacement (Jinanqiao subway station)
图 14 苏州星海广场站加速度、速度、位移峰值均值和标准差
Figure 14. Mean value and standard deviation of acceleration, velocity and displacement (Xinghaiguangchang subway station)
表 1 场地土层剖面材料
Table 1. Site soil profile material
典型场地 层号 层厚/m 土层类别 密度/kg·m－3 剪切模量/MPa 剪切波速/m·s－1 1 4.0 人工填土 17.0 65.2 194 金安桥 2 9.0 圆砾卵石1 21.0 481 474 3 10.0 圆砾卵石2 22.0 796.6 596 4 17.0 圆砾卵石3 21.5 815.5 610 1 1.6 人工填土 17.5 57.8 180 2 3.5 粉质黏土 19.0 113.4 242 珠市口 3 6.0 细-中砂 20.0 178.6 296 4 7.4 细-粉砂 20.0 180 159 5 21.5 圆砾卵石 22.8 538.5 480 1 5.5 淤泥质土 19.2 25.0 114 星海广场 2 16.5 淤泥粉质黏土 18.7 47.9 160 3 17.0 粉细砂 19.0 105.8 235 4 21.0 粘土 20.2 126.3 250 
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表 2 《建筑抗震设计规范（GB 50011—2010）》场地分类
Table 2. Site classification of the code for seismic design of buildings (GB 50011—2010)
剪切波速vs/m·s－1 各场地类别覆盖层厚度/m Ⅰ0 Ⅰ1 Ⅱ Ⅲ Ⅳ 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
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