FSWT技术在交通振动对清远楼影响中的分析研究

周占学; 兰家旭; 常卫华; 张波

doi:10.11899/zzfy20240231

FSWT技术在交通振动对清远楼影响中的分析研究

doi: 10.11899/zzfy20240231

周占学^{1, 2,},
兰家旭¹,
常卫华³,
张波¹

1.
河北建筑工程学院, , 河北
2.
河北省土木工程诊断改造与抗灾重点实验室, 河北
3.
中国建筑科学研究院有限公司, 北京

基金项目: 国家自然科学基金（52078476）

详细信息

作者简介:
周占学，男，生于1973，教授，硕士生导师。主要从事结构防灾减灾工作。E-mail：zzx1493@hebiace.edu.cn

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出版历程
- 收稿日期: 2024-11-05
- 录用日期: 2025-01-17
- 修回日期: 2025-01-10
- 网络出版日期: 2025-11-28

FSWT Technique in the Impact of Traffic Vibration on Qingyuan Building Analyzing and Researching

1.
Hebei University of Architecture School of Civil Engineering, Zhangjiakou 075000, Hebei, China
2.
Hebei Key Laboratory of Diagnosis, Reconstruction and Anti-disaster of Civil Engineering, Zhang jiakou 075000, Hebei, China
3.
China Academy of Building Research, Beijing 100013, China

摘要

摘要: 交通振动对古建筑的结构健康和长期稳定性构成了潜在威胁，尤其在现代城市环境中，交通荷载频繁且多样化，因此引入了一种结合时域分析的频率切片小波变换（Frequency Slice Wavelet Transform, FSWT ，FSWT）分析法，系统性地研究交通振动对古建筑的影响。首先，对清远楼进行了现场振动测试，采用时域分析对交通振动信号进行初步处理，获取振动响应的基本特性；通过FSWT分析法对信号进行详细的时频分析，揭示振动信号的频率特性及其随时间变化的规律，分解出各个频率成分在不同时间段的能量分布，最后，建立有限元模型进一步验证其方法的可靠性。研究结果显示：以时频能量为参考值更能反映出振动信号的实际变化规律及结构最易受影响的位置，即交通振动在古建筑中的传播具有明显的层次性特征：0～10 Hz频段的振动能量随着高度增加而逐渐增大，在10～20 Hz频段，振动能量主要集中在台基结构，且随着频率的升高，能量逐渐集中于台基底部。此外，分析结果还揭示了木结构与台基在动态响应中的差异，为交通振动对古建筑的影响分析及易损部位的识别提供了科学依据。
- 交通振动 /
- 古建筑 /
- 时域分析 /
- 频率切片小波变换(FSWT) /
- 时频分析
Abstract: Traffic-induced vibrations pose a potential threat to the structural health and long-term stability of ancient buildings, especially in modern urban environments where traffic loads are frequent and varied. In this context, a frequency slice wavelet transform (FSWT) method, combined with time-domain analysis, is introduced to systematically study the impact of traffic vibrations on ancient buildings. First, vibration tests were conducted on Qingyuan Tower, and time-domain analysis was used to preliminarily process the traffic vibration signals and extract the basic characteristics of the vibration responses. Next, FSWT was applied to perform a detailed time-frequency analysis of the signals, revealing the frequency characteristics of the vibrations and their time-varying patterns, as well as decomposing the energy distribution of each frequency component over different time periods. Finally, a finite element model was established to further verify the reliability of the method. The results show that using time-frequency energy as a reference better reflects the actual variation of the vibration signals and identifies the positions most affected by the vibrations. Specifically, the propagation of traffic vibrations in ancient buildings exhibits a distinct hierarchical characteristic: the vibration energy in the 0～10 Hz range increases with height, while in the 10～20 Hz range, the energy is mainly concentrated in the base structure, and as the frequency increases, the energy becomes more concentrated at the base. Furthermore, the analysis reveals the differences in dynamic responses between the wooden structure and the base, providing a scientific basis for analyzing the impact of traffic vibrations on ancient buildings and identifying vulnerable areas.
- Traffic Vibrations /
- Ancient Buildings /
- Time-domain Analysis /
- Frequency Slice Wavelet Transform (FSWT) /
- Time-Frequency Analysis

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图 1 清远楼外观图

Figure 1. Exterior view of Qingyuan Building

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图 2 清远楼附近场地平面示意图

Figure 2. Schematic site plan near QingYuen Building

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图 3 测点布置图

Figure 3. Layout of measurement points

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图 4 仪器现场布置图

Figure 4. Instrument site arrangement

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图 5 速度半峰峰值趋势图

Figure 5. Half-peak and peak velocity trends

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图 6 台基结构FSWT分解图

Figure 6. Decomposition of FSWT of the platform structure

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图 7 木结构FSWT分解图

Figure 7. Decomposition of timber frame FSWT

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图 8 FSWT重构图

Figure 8. FSWT reconfiguration diagram

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图 9 不同频带能量趋势图

Figure 9. Trend of energy in different frequency bands

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图 10 添加黏弹性边界后的土层模型

Figure 10. Soil layer model after adding viscoelastic boundaries

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图 11 清远楼木结构+高台基+土体耦合模型

Figure 11. Coupled Model of Qingyuan Building's Wooden Structure, High Pedestal, and Soil

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图 12 模拟与实测速度半峰峰值对比

Figure 12. Comparison of the half-peak-to-peak values of the simulated and measured velocities

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图 13 有限元模拟中新增控制点

Figure 13. Newly added control points in the finite element simulation

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图 14 新增控制点与实测控制点时频能量值对比

Figure 14. Comparison of time-frequency energy values between the newly added control points and the measured control points

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表 1 各测点振动速度半峰峰值

Table 1. Vibration velocity half-peak units at each measurement point

测点位置	速度半峰峰值(mm·s⁻¹)
测点位置	东西方向	南北方向
测点1	0.1192	0.0987
测点2	0.0794	0.0698
测点3	0.0742	0.0625
测点4	0.0589	0.0558

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表 2 不同测点不同频带内能量分布比重对比（%）

Table 2. Comparison of the weights of energy distribution in different frequency bands at different measurement points（%）

频带/Hz	测点1		测点2		测点3		测点4
频带/Hz	东西	南北	东西	南北	东西	南北	东西	南北
0～10	75.44	70.87	62.77	61.94	52.39	49.87	22.87	29.67
10～20	21.48	25.65	26.82	24.26	31.15	28.75	53.71	50.09
20～30	1.21	1.95	5.73	6.85	8.21	9.53	11.89	9.85
30～40	0.91	0.55	2.12	4.97	5.38	8.82	6.91	4.92
40～50	0.76	0.69	1.58	1.07	1.75	2.14	2.74	3.87
50～60	0.19	0.28	0.97	0.90	1.11	0.88	1.87	1.59

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表 3 清远楼木材参数设置

Table 3. Material Parameter Settings for Qingyuan Building's Timber

E_L/MPa	E_R/MPa	E_T/MPa	G_RT/MPa	G_LR/MPa	G_LR/MPa	μ_RT	μ_LR	μ_LT
12000	1200	800	600	800	400	0.4	0.35	0.3
注：E_L 、E_R 、E_T/分别是顺纹、径向和弦向的弹性模量; G_RT、G_LR、G_LR分别是弦切面内、顺纹面内和径切面内的剪切模量；μ_RT、μ_LR、μ_LT分别是弦切面内、径切面内和顺纹面内的泊松比。利用ABAQUS中的ENGINEERING CONSTANT定义不同方向的弹性模量和泊松比。

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表 4 清远楼台基参数设置

Table 4. Parameter Settings for Qingyuan Building's Pedestal

材料	密度/(kg·m⁻³)	弹性模量/MPa	泊松比
夯土	2720	80	0.2

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表 5 榫卯、斗拱节点参数设置

Table 5. Parameter Settings of Mortise and Tenon Joints and Bracket Sets

节点类型	k_x/(kN·m⁻¹)	k_y/(kN·m⁻¹)	k_z/(kN·m⁻¹)	k_θ/(kN·m·rad⁻¹)
榫卯	1.41×109	1.26×109	1.26×109	7362×109
斗拱	2197.3	2197.3	127950	296.71
注：k_x，k_y和k_z分别为x， y和z轴方向拉伸弹簧的刚度系数；k_θ为弯曲弹簧的刚度系数。

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表 6 土体参数设置

Table 6. Parameter Settings for Soil

土层	厚度/m	密度/(kg·m⁻³)	弹性模量(kg·m⁻³)	泊松比	黏聚力/Pa	摩擦角(°)
填土层	3	1900	12	0.29	21.2	22
粉土层	6	1660	15	0.25	15.5	22.1
圆砾层	6	1890	80	0.2	23	38
粉砂层	10	1790	14	0.25	25	28
卵石层	7	1940	90	0.2	0	40
黏土层	8	1930	25.4	0.3	30	18.5

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表 7 清远楼前四阶频率及周期

Table 7. The First Four Order Frequencies and Periods of Qingyuan Building

振型阶数	频率/Hz	圆频率/(rad·s⁻¹)	周期/s
一	0.8618	5.412	1.160
二	1.0135	6.365	0.987
三	1.3058	8.200	0.766
四	2.7554	17.304	0.363

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