基于Pasternak弹性地基梁的穿河顶管管幕力学模型及管径优化

牛野

doi:10.19509/j.cnki.dzkq.tb20230594

基于Pasternak弹性地基梁的穿河顶管管幕力学模型及管径优化

doi: 10.19509/j.cnki.dzkq.tb20230594

牛野^,

中铁第四勘察设计院集团有限公司，武汉 430063

基金项目: 中铁第四勘察设计院科技研究开发计划“水下复合地层（局部超浅埋）长距离管幕支护技术研究”

详细信息

通讯作者:
tsyny@163.com

中图分类号: TU348
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出版历程
- 收稿日期: 2023-10-25
- 录用日期: 2024-03-28
- 修回日期: 2024-03-24
- 网络出版日期: 2025-03-21

Mechanical model and pipe diameter optimization of a pipe jacking roof in river crossings according to the Pasternak elastic foundation beam

NIU Ye^,

China Railway Siyuan Survey & Design Group Co., Ltd., Wuhan 430063, China

More Information

Corresponding author: tsyny@163.com

摘要

摘要:
支护管的受力特性分析是顶管管幕结构设计的基础，其保证了隧道开挖的安全。为了分析隧道开挖过程中顶管管幕力学特性，基于Pasternak模型构建管幕底部支护管力学解析模型，充分利用位移、转角、弯矩和剪力连续性条件，推导出支护管位移及内力方程，且计算结果更接近于工程实测应变，证明模型具有适用性。同时以秦淮新河段顶管管幕为例，通过分析支护管最大应变变化规律优选出合理的管幕直径。研究表明：初期管径对管幕底部支护管支护性能影响较大，后期随管径增大影响逐渐减小至平稳；开挖步长和管间间距对支护管支护性能呈正相关影响，小管径时对支护管最大应变影响更明显；管间距对支护管纵向应变影响较小，管幕卸载杠杆作用可有效将开挖区卸载值传递至非开挖区，从而保证管幕开挖面稳定性。
- 穿河隧道 /
- 顶管管幕 /
- Pasternak弹性地基梁 /
- 受力特性 /
- 管径优化
Abstract: <p>The analysis of the force characteristics of the support pipe is the basis for the structural design of the pipe jacking roof, which ensures the safety of tunnel excavation. </p></sec><sec><title>Objective
In order to analyze the mechanical behavior of the pipe roof during tunnel excavation,
Methods
an analytical model of the support pipe at the bottom of the pipe jacking roof is constructed based on the Pasternak elastic foundation beam theory, making full use of the displacement, rotation, bending moment, and shear continuity conditions to derive the displacement and internal force equations of the support pipe.
Results
The calculation results are in close agreement with the measured strain from the project, proving the applicability of the model. Moreover, by analyzing the maximum strain change law of the support pipe, the reasonable pipe roof diameter was selected, using the pipe jacking roof of the Qinhuai New River section as an example.
Conclusion
The research shows that the initial pipe diameter significantly influences the support performance of the bottom support pipe, with this influence gradually decreasing as the pipe diameter increases. The excavation step length and pipe spacing positively impact the support performance, with a more pronounced effect on the maximum strain of the support pipe when the pipe diameter is small. Pipe spacing has minimal effect on the longitudinal strain of the support pipe. The unloading lever of the pipe jacking roof can effectively transfer the unloading value from the excavation area to the unexcavated area, thus ensuring the stability of the excavation surface of the pipe jacking roof.
- river-crossing tunnel /
- pipe jacking roof /
- Pasternak elastic foundation beam /
- mechanical characteristics /
- pipe diameter optimization.

HTML全文

图 1 隧道开挖过程中管幕受力模型

AB段. 初衬完成区；BC段. 未衬砌开挖区；CD段. 开挖扰动区；DE段. 未扰动区；p（x）. 地基反力；q（x）. 管道上覆土压力；d. CD段长度；h. 开挖高度；45°−φ/2. 破裂面与开挖面夹角；s. BC段长度；x，y. 坐标轴方向；H. 管幕底部埋深；下同

Figure 1. Mechanical model of the pipe curtain during tunnel excavation

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图 2 管幕底部支护管力学模型

Figure 2. Mechanical model of the supporting pipe at the bottom of the pipe curtain

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图 3 Pasternak弹性地基梁模型

G_p. 地基剪切模量

Figure 3. Pasternak elastic foundation beam model

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图 4 穿河隧道纵断面图（单位：m）

Figure 4. Longitudinal section of the river tunnel

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图 5 隧道管幕剖面图（单位：m）

Figure 5. Tunnel pipe curtain section

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图 6 不同开挖步长(a)与不同间距(b)条件下支护管应变随管径变化曲线

Figure 6. Change curve of the strain in the supporting pipe with the pipe diameter under different excavation step length (a) and spacing (b) conditions

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图 7 底部管径1600 mm支护管纵向应变计算曲线

Figure 7. Longitudinal strain calculation curve for bottom diameter 1600 mm support pipe

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表 1 不同计算模型支护管应变对比表

Table 1. Comparison of the supporting pipe strains for different calculation models

计算模型	1.2 m测点应变/με	8.2 m测点应变/με
现场实测值	−174	15.84
现场实测值	−260	−31.68
实测平均值	−217	−7.92
文献[7]模型	−290	18.00
本研究模型	−236	−0.50

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表 2 地层参数

Table 2. Formation parameters

地层	厚度/ m	黏聚力/ kPa	内摩擦角/ (°)	压缩模量/ MPa	密度/ (g·cm⁻³)
1杂填土	1.4	—	—	—	1.75
2粉质黏土	5.6	39.96	11.18	6.01	1.95
1粉质黏土	0.5	30.15	9.72	4.75	1.93
2粉质黏土	7.8	44.56	12.50	7.26	1.98
5-2强风化长石石英砂岩	1.3	—	—	—	2.55
5-3弱风化长石石英砂岩	—	3.60	54.70	—	2.41

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