CN-122016113-A - Method and device for measuring frictional resistance of shield penetrating through existing subway tunnel

CN122016113ACN 122016113 ACN122016113 ACN 122016113ACN-122016113-A

Abstract

The invention relates to a method and a device for measuring shield friction resistance of a downward penetrating existing subway tunnel, which comprise the steps of 1, judging the types of the existing subway tunnel and the shield tunnel according to the vertical pressure of the tunnel and the soil weight, calculating the thickness of an upper earth covering body of the tunnel according to the type of a shallow or deep buried tunnel, 2, measuring the soil pressure at the bottom of the existing subway tunnel based on the thickness of the upper earth covering body, and 3, obtaining the friction resistance of the shield tunnel according to the soil pressure at the bottom of the existing subway tunnel and the thickness of the upper earth covering body. According to the method, the influence of the existing subway tunnel and the subway vibration on the friction resistance of the newly built shield tunnel is considered, the accuracy of calculating the shield friction resistance of the existing subway tunnel in the downward-penetrating mode is ensured, and then each tunneling parameter of the shield is effectively controlled, the tunneling speed of the shield in the downward-penetrating mode is ensured, meanwhile, the tunneling safety of the shield is ensured, and the rapid tunneling of the shield tunnel can be realized under the condition that the normal operation of the existing line is not influenced.

Inventors

LOU ZAIMING
WANG KE
MAO LULU
ZHANG KAI
LV JUNPENG
ZHANG YU
ZHANG HUI
GUO HANLIN
LUO JIANJUN
MI ZHENQI

Assignees

中国电建市政建设集团有限公司
北京交通大学

Dates

Publication Date: 20260512
Application Date: 20260121

Claims (10)

1. The method for measuring the frictional resistance of the shield penetrating through the existing subway tunnel is characterized by comprising the following steps of: step 1, judging the types of the existing subway tunnel and shield tunnel according to the vertical pressure of the tunnel and the soil body weight, and calculating the thickness of the covering soil body on the tunnel according to the type of the shallow or deep buried tunnel; Step 2, measuring the soil pressure at the bottom of the existing subway tunnel based on the thickness of the upper soil covering body; and 3, obtaining the friction resistance of the shield tunnel according to the soil pressure at the bottom of the existing subway tunnel and the thickness of the upper covering soil body.
2. The method for measuring the shield friction of the underpass existing subway tunnel according to claim 1, wherein in the step 1, the types of the existing subway tunnel and the shield tunnel are judged according to the vertical pressure of the tunnel and the soil body weight, and the method comprises the following steps: H p =（2~2.5）h q h q = Wherein H p is the boundary depth of a shallow-buried and deep-buried tunnel, H q is the equivalent height of load, q is the vertical pressure of the tunnel, and gamma is the soil body weight; The judgment comprises that when the tunnel burial depth H is more than or equal to H p , the tunnel is determined as a deep burial tunnel, and when H is less than H p , the tunnel is determined as a shallow burial tunnel.
3. The method for measuring the frictional resistance of a shield tunneling machine for a underpass existing subway tunnel according to claim 2, wherein determining the thickness of the upper casing in step 1 comprises: when the existing subway tunnel is a shallow buried tunnel, H 1 is the thickness of the upper covering soil, namely the actual thickness of the soil layer from the top of the existing subway tunnel to the ground surface; In the case of a deep tunnel, H 1 = In which, in the process, The span of the tunnel balance arch; is the internal friction angle of the soil body.
4. The method for measuring the frictional resistance of a shield tunneling machine of a underpass existing subway tunnel according to claim 3, wherein, The measurement formula of the step 2 comprises that based on the thickness H 1 of the upper covering soil body, F 1 =K v （γ 1 H 1 +γ 1 'D 1 )+T Wherein F 1 is the soil pressure at the bottom of the existing subway tunnel, K v is a vertical static soil pressure coefficient, gamma 1 is the weight of the overlying soil of the existing subway tunnel, gamma 1' is the equivalent weight of the existing subway tunnel, H 1 is the soil layer thickness, D1 is the diameter of the existing subway tunnel, T is the soil pressure at the bottom of the existing subway tunnel caused by the self weight and vibration of the subway, namely T=w (1+mu), w is the vertical static load of the subway, and mu is the power coefficient of the subway.
5. The method for measuring the frictional resistance of a shield tunneling machine of a underpass existing subway tunnel according to claim 4, wherein, Step 3 comprises measuring the surrounding soil pressure of the shield tunnel according to the soil pressure F 1 at the bottom of the existing subway tunnel and the thickness H 1 of the upper covering soil body: F 2 =F 1 +σ nr wherein F 2 is normal static soil pressure acting on the surface of the shield shell, F 1 is soil pressure at the bottom of the existing subway tunnel, and sigma nr is soil counterforce caused by soil mass between the shield and the existing subway tunnel and the shield.
6. The method for measuring the frictional resistance of a shield tunneling machine for a underpass existing subway according to claim 5, wherein, Step 3 also includes the earth pressure coefficient K θ , in any direction, for calculating σ nr , K θ = Wherein, K h is the horizontal static soil pressure coefficient, K v is the vertical static soil pressure coefficient, and θ is the angle between the normal line and the horizontal line at a certain point on the shield shell.
7. The method for measuring the frictional resistance of a shield tunneling machine of a underpass existing subway tunnel according to claim 6, wherein, Step 3 further includes a soil layer thickness H 2 between the shield top and the existing subway tunnel bottom for calculating σ nr : When the shield tunnel is a shallow buried tunnel, H 2 is the distance between the top of the shield and the bottom of the existing subway tunnel, Let h2=in the case of a deep tunnel In the following For the shield tunnel to balance the span of the arch, Is the internal friction angle of the soil body.
8. The method for measuring the frictional resistance of a shield tunneling machine of a underpass existing subway tunnel according to claim 7, wherein, In step 3, the measurement formula of σ nr is: σ nr =K θ [γ 2 (1-sinθ)+γ 2 H 2 ],θε[0, ] σ nr =K θ [γ 2 ( +H 2 )-γ e ’ sinθ],θε[- ,0) Wherein gamma 2 is the soil weight between the shield and the existing subway tunnel, D 2 is the shield diameter, gamma e ' is the equivalent weight of the shield machine to be used in the corresponding shield machine region, and the formula is as follows: γ e ’= Wherein w' is the gravity of the shield machine and equipment thereof, and L is the length of the shield machine.
9. The method for measuring the frictional resistance of a shield tunneling machine of a underpass existing subway tunnel according to claim 8, wherein, In the step 3, the friction resistance F of the shield tunnel is: F=2L Wherein F is shield friction resistance; the friction coefficient between the soil body and the shield shell is that between the soil body and the shield shell The calculation formula of (2) is =Tan α, α is the friction angle between the earth and the shield.
10. A device for measuring the frictional resistance of a shield penetrating an existing subway tunnel, comprising a method for measuring the frictional resistance of a shield penetrating an existing subway tunnel according to any one of claims 1 to 9, wherein the device comprises: The judging module is used for acquiring the vertical pressure of the tunnel and the soil body weight, calculating the boundary depth of the shallow-buried tunnel and the deep-buried tunnel through a preset judging formula, comparing the actual buried depths of the tunnels to determine the buried depth types of the existing subway tunnel and the shield tunnel, and outputting corresponding overlying soil thickness data; The first measuring device is in signal connection with the judging module, receives the thickness data of the upper soil covering body, combines the structural parameters and the operation load parameters of the existing subway tunnel, calculates and outputs soil pressure data of the bottom of the existing subway tunnel through a preset soil pressure formula; The second measuring device is in signal connection with the judging module and the first pressure measuring module, receives the thickness data of the upper covering soil body and the soil pressure data of the bottom of the existing subway tunnel, calculates the surrounding soil pressure of the shield tunnel through a preset circumferential soil pressure formula by combining the structure parameters of the shield tunnel, the soil parameters between the shield and the existing subway tunnel and the self parameters of the shield machine, and derives and outputs the friction resistance of the shield tunnel based on the preset friction resistance formula; And the data storage module is used for storing the input parameters, the calculation process data and the output results of the judging module, the first pressure measurement module and the second pressure measurement module.

Description

Method and device for measuring frictional resistance of shield penetrating through existing subway tunnel Technical Field The invention relates to the field of shield construction measurement, in particular to a method and a device for measuring shield friction resistance of a downward penetrating existing subway tunnel. Background The shield tunnel is characterized in that a cutter head is utilized to cut a soil body in front of the shield machine in the tunneling process, a shield shell and a duct piece of the shield machine are utilized to support surrounding rocks around the shield machine, tunneling pressure is applied to the rear of the shield machine while the soil body is excavated, duct piece installation is carried out on the tunnel after excavation, so that an underground tunnel is built. The friction resistance of the shield in the tunneling process is related to the geological conditions of the tunnel, the earth covering depth, the buried depth of the tunnel, the dead weight of the shield, the distance from the existing line and other shield parameters such as the tunneling speed, the tunneling pressure and the like of the shield can be better controlled by calculating the friction resistance. The method not only affects the tunneling speed and construction safety of the shield, but also has great relation to the operation safety of the existing subway. On one hand, the traditional method for calculating the friction resistance of the shield tunneling of the underpass existing subway does not consider the influence of the existing subway on the pressure of the shield tunneling soil or the influence of the existing tunnel on the calculation of the friction force of the shield tunneling is reduced, and on the other hand. For a long time, the core design technology of the shield machine is monopolized abroad, and the manufacturing industry of the domestic shield machine lacks a theoretical calculation formula as a guide. In summary, the current research still lacks a method for calculating the shield friction resistance of the existing subway in a rapid downward penetrating manner, and the composite earth pressure balance shield machine needs to design thrust and other parameters according to different friction resistances in the tunneling process, so that the efficient tunneling efficiency and tunneling safety are ensured. Therefore, it is important to study the frictional resistance of the shield when it passes through the existing tunnel rapidly, and a new calculation method is required to solve this problem. Disclosure of Invention In order to solve the defects in the prior art, the invention provides a method and a device for measuring the shield friction of the underpass existing subway tunnel, which realize accurate calculation of the shield friction and ensure safe construction and tunneling speed. The technical scheme of the invention is as follows: a method for measuring the frictional resistance of a shield penetrating through an existing subway tunnel comprises the following steps: step 1, judging the types of the existing subway tunnel and shield tunnel according to the vertical pressure of the tunnel and the soil body weight, and calculating the thickness of the covering soil body on the tunnel according to the type of the shallow or deep buried tunnel; Step 2, measuring the soil pressure at the bottom of the existing subway tunnel based on the thickness of the upper soil covering body; And 3, obtaining the friction resistance of the shield tunnel according to the soil pressure at the bottom of the existing subway tunnel and the thickness of the upper covering soil body. As a preferable scheme, in the step 1, the types of the existing subway tunnel and the shield tunnel are judged according to the vertical pressure of the tunnel and the soil body weight, and the method comprises the following steps: Hp=（2~2.5）hq hq= Wherein H p is the boundary depth of a shallow-buried and deep-buried tunnel, H q is the equivalent height of load, q is the vertical pressure of the tunnel, and gamma is the soil body weight; The judgment comprises that when the tunnel burial depth H is more than or equal to H p, the tunnel is determined as a deep burial tunnel, and when H is less than H p, the tunnel is determined as a shallow burial tunnel. As a preferred embodiment, determining the thickness of the covering soil body in step 1 includes: when the existing subway tunnel is a shallow buried tunnel, H 1 is the thickness of the upper covering soil, namely the actual thickness of the soil layer from the top of the existing subway tunnel to the ground surface; In the case of a deep tunnel, H 1 = In which, in the process,The span of the tunnel balance arch; is the internal friction angle of the soil body. As a preferred embodiment, the measurement formula of step 2 includes a measurement formula based on the upper casing thickness H 1, F1=Kv（γ1H1+γ1'D1)+T Wherein F 1 is the soil pressure at the bottom of the