土-桩-钢框架结构动力相互作用特征研究

陆新宇; 景立平; 余佳科; 王展; 齐文浩

doi:10.11899/zzfy20220404

土-桩-钢框架结构动力相互作用特征研究

doi: 10.11899/zzfy20220404

陆新宇^1,,
景立平^{1, 2},
余佳科¹,
王展¹,
齐文浩¹

1.
中国地震局工程力学研究所, 哈尔滨 150080
2.
防灾科技学院, 河北三河 065201

基金项目: 中国地震局工程力学研究所基本科研业务专项（2019B10）

详细信息

作者简介:
陆新宇，男，生于1995年。博士研究生。主要从事土-结构动力相互作用方面的研究。E-mail：luxinyu@nuaa.edu.cn

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出版历程
- 收稿日期: 2022-08-18
- 刊出日期: 2022-12-31

Research on Dynamic Interaction Characteristics of Soil-pile-steel Frame Structure

1.
Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
2.
Institute of Disaster Prevention, Sanhe 065201, Hebei, China

摘要

摘要: 利用振动台模型试验和有限元数值模拟的方法对土质地基-群桩-钢框架结构体系动力相互作用的规律和特征进行研究，并讨论了基桩长径比对于体系动力相互作用特征的影响。试验地基土体模型为均匀粉质黏土，剪切波速约为213 m/s；群桩基础由9根长2.0 m、直径0.1 m的基桩3×3对称布置；上部结构模型简化为三层钢框架结构。本文研究结果表明：土-桩-钢框架结构体系的阻尼比相较固定基础情形有所增加，输入相同地震动时其地震反应小于固定基础情形；动力相互作用体系中运动相互作用的贡献与惯性相互作用相当，不应忽略；随着基桩长径比的增大，运动相互作用增大，钢框架结构的加速度反应增大。
- 运动相互作用 /
- 惯性相互作用 /
- 群桩基础 /
- 振动台试验 /
- 有限元分析
Abstract: The laws and characteristics of dynamic interaction of soil-pile group-steel frame structure system were studied by shaking table model test and finite element numerical simulation, and the influence of pile aspect ratio on the dynamic interaction characteristics of the system was discussed. In the test, the soil model was uniform silted clay, and the shear wave velocity was about 213 m/s; The pile group foundation was composed of 9 piles with a length of 2.0 m and a diameter of 0.1 m, which were a 3×3 symmetrical layout; The superstructure model was simplified as a three story steel frame structure. The results show that comparing with fixed foundation structure, the damping ratio of the soil-pile-steel frame structure system is increased, and its seismic response is less than that of the fixed foundation structure under the same seismic input; The contribution of the kinematic interaction in dynamic interaction system is equivalent to that of inertial interaction which should not be ignored; With the increase of pile aspect ratio, the kinematic interaction and acceleration response of the steel frame structure increase.
- Kinematic interaction /
- Inertial interaction /
- Pile group foundation /
- Shaking table test /
- Finite element analysis

HTML全文

图 1 土体-群桩-钢框架结构体系模型

Figure 1. Model of the soil-pile-steel frame structure system

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图 2 加速度传感器布置图

Figure 2. Layout of acceleration sensor

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图 3 试验输入地震动加速度时程及反应谱

Figure 3. Acceleration time history and response spectrum input in the test

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图 4 土-桩-钢框架结构体系模型的频率响应函数

Figure 4. Frequency response function of soil-pile-steel frame structure system model

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图 5 固定基础钢框架结构模型的频率响应函数

Figure 5. Frequency response function of fixed steel frame structure model

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图 6 钢框架结构加速度放大系数曲线

Figure 6. Acceleration amplification factor curve of the steel frame structure

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图 7 承台加速度响应对结构顶部加速度响应的相干函数

Figure 7. Coherence function of acceleration response of pile cap to structure top

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图 8 承台加速度响应对振动台加速度输入的相干函数

Figure 8. Coherence function of acceleration response of pile cap to shaking table input

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图 9 有限元模型示意图

Figure 9. Schematic diagram of the finite element model

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图 10 数值计算和模型试验所得到加速度放大系数曲线

Figure 10. Acceleration amplification factor curve of the result from numerical calculation and model test

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表 1 白噪声法求得试验模型的自振特性

Table 1. Natural vibration characteristics of experimental model by white noise method

测试时刻	土-桩-钢框架结构体系模型		固定基础钢框架结构模型
测试时刻	自振频率/Hz	阻尼比	自振频率/Hz	阻尼比
试验开始前	4.93	0.185	4.96	0.096
试验结束后	4.63	0.186	4.83	0.124

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表 2 有限元模型材料参数

Table 2. Material parameters of the finite element model

材料参数	土体	基础-混凝土	钢框架结构-梁、柱以及底板	钢框架结构-楼板	钢框架结构-侧墙
密度/kg·m³	1800	2560	7850	36259	2700
弹性模量/MPa	204	19095	210000	210000	70000
泊松比	0.25	0.20	0.25	0.25	0.33

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表 3 不同基桩长径比模型的承台处加速度放大系数和相干函数比

Table 3. Acceleration amplification factor at the cap and coherence function ratio of different pile aspect ratio models

长径比	承台处加速度放大系数	相干函数比
12	1.49	1.20
16	1.56	1.19
20	1.59	1.19
24	1.61	1.18
28	1.62	1.16

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