软弱地层综合管廊三维非线性地震反应特性研究

潘强; 赵丁凤; 曹泽伟; 钱健; 周正龙

doi:10.11899/zzfy20230106

软弱地层综合管廊三维非线性地震反应特性研究

doi: 10.11899/zzfy20230106

潘强^1,,
赵丁凤¹,
曹泽伟¹,
钱健¹,
周正龙^2, ,

1.
中交上海航道勘察设计研究院有限公司, 上海 200120
2.
南京工业大学, 岩土工程研究所, 南京 211816

基金项目: 国家自然科学基金（52208349）

详细信息

作者简介:
潘强，男，生于 1990 年。工程师。主要从事地基处理与地震工程研究。E-mail：354992238@qq.com

通讯作者:
周正龙，男，生于 1988 年。博士，高级工程师。主要从事地震工程研究。E-mail：zhouzhen.glong@163.com

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- 文章访问数: 75
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- PDF下载量: 17
- 被引次数: 0
出版历程
- 收稿日期: 2022-10-19
- 刊出日期: 2023-03-31

Three-dimensional Nonlinear Seismic Response Characteristics of Utility Tunnel under Soft-weak Strata

1.
Shanghai Waterway Engineering Design and Consulting Co., Ltd., Shanghai 200120, China
2.
Institute of Geotechnical Engineering, Nanjing Tech University, Nanjing 211816, China

摘要

摘要: 软弱地层综合管廊在强震作用下易发生破坏。考虑土体非线性及水的影响，以苏通GIL综合管廊工程为依托，采用三维线性梁单元模拟螺栓与钢筋，对地震动进行幅值标定，建立三维精细化有限元模型，并根据不同地震动输入方式及强度，从衬砌应力分布、张开量及结构损伤角度分析综合管廊非线性地震反应特性。研究结果表明，45°共轭方向与拱腰位置处管廊受力较大，横向、纵向地震动作用下，随着地震动强度的增加，应力增加明显；横向地震动输入对管廊环间张开量的影响较小，当地震动达到峰值附近时，张开量增长明显，并在一定范围内波动；横向地震动对管廊结构损伤的影响较大，峰值加速度达0.3 g时，管廊内部结构在两端连接处及中间支撑处连接点出现拉压变形。
- 综合管廊 /
- 软弱地层 /
- 非线性 /
- 结构损伤 /
- 数值模拟
Abstract: Under the condition of soft-weak strata, the utility tunnel is prone to damage under strong earthquakes. Considering the influence of soil nonlinearity and water, three-dimensional linear beam elements are used to simulate bolts and steel bars, the amplitude of ground motion is calibrated, and a three-dimensional refined finite element model is established. The nonlinear seismic response characteristics of the utility tunnel are analyzed from the perspective of stress distribution, opening amount, and structural damage. The results show that from the stress distribution, it can be seen that the utility tunnel is subjected to greater stress in the 45° conjugate direction and the position of the arch waist. Under the action of two-way ground motion, the stress increases more obviously with the increase of the ground motion intensity. The lateral ground motion input has little effect on the opening amount between the utility tunnel. When the ground vibration is near the peak value, the opening amount increases significantly and fluctuates within a certain range. The lateral ground motion has a great influence on the damage of the tunnel structure. When the peak acceleration reaches 0.3 g, the inner structure of the utility tunnel has tensile and compressive deformation at the connection points of both ends and the connection point of the intermediate support.
- Utility tunnel /
- Soft-weak strata /
- Nonlinear /
- Structural damage /
- Numerical modeling

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图 1 有限元模型

Figure 1. 3D finite element model

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图 2 修正的Davidenkov模型剪应力-剪应变关系曲线

Figure 2. Shear stress-shear strain curve for the modified Davidenkov model

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图 3 输入地震动时程和傅里叶谱

Figure 3. Input time history of ground motion and Fourier spectrum

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图 4 管廊监测点布置

Figure 4. Utility tunnel monitoring points

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图 5 管廊横断面应力分布（Mises应力）

Figure 5. Utility tunnel cross-sectional stress distribution （Mises stress）

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图 6 管廊横断面内力分布

Figure 6. Internal force distribution in the cross section of the utility tunnel

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图 7 管片纵向环间张开量

Figure 7. The amount of opening between the longitudinal rings of the utility tunnel

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图 8 管廊环间张开量时程曲线

Figure 8. Time history curve of opening amount between utility tunnel rings

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图 9 管廊结构损伤因子云图

Figure 9. Damage factors of utility tunnel structure

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表 1 土体参数

Table 1. Soil parameters

土层名称	最大动剪切模量G_max/kPa	泊松比	参数A	参数B	参考剪应变γ_r	参数β	参考围压/kPa	参数C₁	参数C₂	门槛剪应变γ_th	参数m	参数n
④₁粉质黏土混粉土层	58 644	0.4	1	0.4595	0.000 377	0.003	1 000	1.051	0.143	0.000 2	0.345	668.9
④₂粉土层	123 032	0.4	1	0.4595	0.000 508	0.003	1 000	0.921	0.163	0.000 2	0.345	668.9
⑤₁粉细砂层	176 400	0.4	1	0.4595	0.000 478	0.003	1 000	0.813	0.185	0.000 2	0.345	668.9
⑤₂细砂层	202 752	0.4	1	0.4595	0.000 541	0.003	1 000	0.813	0.185	0.000 2	0.345	668.9
⑥₁中粗砂层	219 978	0.4	1	0.4595	0.000 617	0.003	1 000	0.813	0.185	0.000 2	0.345	668.9

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表 2 混凝土参数

Table 2. Concrete parameters

混凝土强度等级	密度/ （kg·m⁻³）	泊松比	弹性模量/GPa	膨胀角/（°）	偏心率	双轴与单轴抗压强度之比f_b0/f_c0	屈服形态影响参数K	黏性系数
C30	2 300	0.2	30	30	0.1	1.16	0.667	0.000 5
C60	2 500	0.2	36	38	0.1	1.16	0.667	0.0005

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表 3 钢筋与螺栓参数

Table 3. Rebar and bolt parameters

材料	密度/（kg·m⁻³）	弹性模量/GPa	泊松比	屈服强度/MPa
HRB400钢筋	7 800	200	0.3	400
10.9级螺栓	7 800	200	0.3	900

下载: 导出CSV

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