CN108918012B - Method for monitoring disturbance stress of surrounding rock of subway shield tunnel - Google Patents

Method for monitoring disturbance stress of surrounding rock of subway shield tunnel Download PDF

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Publication number
CN108918012B
CN108918012B CN201810775359.4A CN201810775359A CN108918012B CN 108918012 B CN108918012 B CN 108918012B CN 201810775359 A CN201810775359 A CN 201810775359A CN 108918012 B CN108918012 B CN 108918012B
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tunnel
degree
pressure sensor
direction pressure
stress
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CN108918012A (en
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李克金
张德文
王蕾
耿传政
仇晖
夏恩虎
朱元广
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Chian Railway 14th Bureau Group Corp Tunnel Engineering Co ltd
Wuhan Institute of Rock and Soil Mechanics of CAS
China Railway 14th Bureau Group Co Ltd
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Chian Railway 14th Bureau Group Corp Tunnel Engineering Co ltd
Wuhan Institute of Rock and Soil Mechanics of CAS
China Railway 14th Bureau Group Co Ltd
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    • GPHYSICS
    • G01MEASURING; TESTING
    • G01LMEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
    • G01L5/00Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
    • G01L5/16Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force

Abstract

The invention discloses a method for monitoring disturbance stress of surrounding rock of a subway shield tunnel, which comprises the steps of selecting a stress monitoring section of the surrounding rock of the tunnel, and arranging a six-direction pressure sensor; connecting each six-direction pressure sensor with an optical cable respectively, sealing the vault borehole, the side borehole, each right borehole and each left borehole by grouting, and connecting the optical cable with a fiber bragg grating demodulator; and acquiring the embedding direction and the inclination of each six-direction pressure sensor relative to a geodetic coordinate system, acquiring 6 stress components in different directions of the six-direction pressure sensor of each measuring point, and further acquiring the three-dimensional stress state of the measuring point. The six-direction pressure sensors can be connected in series, so that data acquisition and extraction are simple during large-scale layout, and the large-scale monitoring cost is low; the multi-point distributed monitoring on the three-dimensional disturbance stress of the surrounding rock is realized for a long time; a reasonable arrangement mode of the six-direction pressure sensors is provided, effective measurement can be carried out, and resource waste can not be caused.

Description

Method for monitoring disturbance stress of surrounding rock of subway shield tunnel
Technical Field
The invention belongs to the technical field of geotechnical engineering monitoring, and relates to a method for monitoring disturbance stress of surrounding rocks of a subway shield tunnel.
Background
In urban environment, cloud sets are densely distributed in high-rise buildings, overhead bridges, underground pipelines and other building structures. Due to restrictions of lines, underground spaces, etc., the subway tunnel will have to pass through the vicinity of some building foundations and underground pipelines. The tunnel excavation will make the soil body produce the disturbance, cause the removal and the deformation of soil body, and the removal soil body acts on the basis of building, will cause the additional internal force and the deformation of building and its basis to produce adverse effect to existing building, even lead to the destruction of building. In addition, the tunnel excavation will be influenced by the action load on the building foundation, and the load on the building foundation will increase the deformation of the soil body and the tunnel, and change the stress distribution around the tunnel and in the soil body. Therefore, in the construction of tunnel engineering, the real-time change process of the stress field of the surrounding rock and the tunneling disturbance process is mastered, and the stability analysis and control in the construction and operation stages are very critical.
The fiber grating force sensor is a novel stress monitoring instrument which is paid more attention in recent years, and due to the improvement of the manufacturing technology and the mature sensing mechanism, compared with the traditional 'point type' pressure sensor, the fiber grating force sensor has a plurality of outstanding advantages, namely, the fiber grating force sensor is not interfered by electromagnetism, has higher precision and sensitivity and certain corrosion resistance, can realize multipoint distributed test and the like, and is increasingly applied to the stability monitoring of underground structures such as coal mine tunnels, diversion tunnels and the like.
At present, in a shallow tunnel, a soil pressure cell is mostly adopted to measure pressure in a known direction, most of the soil pressure cells are arranged between pipe pieces and soil bodies, the monitoring of a three-dimensional disturbance stress field of the soil body around the tunnel is rarely involved, the arrangement mode of sensors is very critical, the cost is saved, and efficient measurement can be carried out to obtain comprehensive data.
Disclosure of Invention
The invention aims to provide a method for monitoring disturbance stress of surrounding rock of a subway shield tunnel, which is easy to implement and simple and convenient to operate, aiming at analyzing the stability of the surrounding rock of the subway shield tunnel.
In order to achieve the purpose, the invention adopts the following technical measures:
a method for monitoring disturbance stress of surrounding rocks of a subway shield tunnel comprises the following steps:
step 1, selecting a stress monitoring section of tunnel surrounding rock,
a vertical vault drilling hole is formed right above the vault of the tunnel section, and the bottom of the vault drilling hole extends to the vault of the tunnel section;
vertical right-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the right side of the tunnel section every 2 m;
vertical left-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the left side of the tunnel section every 2 m;
in the plane of the tunnel section, the distributed ray is defined as the ray with the center of the tunnel section as the origin,
defining the distribution ray from the center of the tunnel section to the tunnel vault of the tunnel section as a 0-degree distribution ray, setting the clockwise direction as the angle increasing direction of the distribution ray,
vertical side drill holes are formed right above the outer wall of the tunnel section, in which the rays are distributed in the 45-degree direction, in the plane of the tunnel section, and the bottoms of the side drill holes extend to the outer wall of the tunnel section, in which the rays are distributed in the 45-degree direction;
six-direction pressure sensors are distributed at each measuring point, the six-direction pressure sensors comprise a 0-degree direction six-direction pressure sensor, a 45-degree direction six-direction pressure sensor, a 90-degree direction six-direction pressure sensor, a 135-degree direction six-direction pressure sensor and a 270-degree direction six-direction pressure sensor,
arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outer wall of the tunnel section to the stratum junction on a 0-degree-direction distribution ray, namely arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outside of the tunnel section to the stratum junction in a vertical drill hole arranged right above the tunnel arch top of the tunnel section,
six-direction pressure sensors in 45-degree directions are arranged at measuring points where the rays distributed in the 45-degree directions intersect with the outer wall of the section of the tunnel, the side drill hole and the right side drill hole,
six-direction pressure sensors in the 90-degree direction are arranged at each measuring point where the ray distributed in the 90-degree direction intersects with the outer wall of the tunnel section and the right drilling hole,
six-direction pressure sensors in the 135-degree direction are arranged at each measuring point where the ray distributed in the 135-degree direction intersects with the outer wall of the section of the tunnel and the right drilling hole,
six-direction pressure sensors in the 270-degree direction are arranged at each measuring point where the ray distributed in the 270-degree direction intersects with the outer wall of the section of the tunnel and the left drilling hole,
step 2, connecting each six-direction pressure sensor with an optical cable respectively, sealing the vault borehole, the side borehole, each right borehole and each left borehole by grouting, connecting the optical cable with a fiber grating demodulator, acquiring the embedding position and the inclination of each six-direction pressure sensor relative to a geodetic coordinate system, acquiring the three-dimensional stress state of each measuring point according to the 6 different-direction stress components of the six-direction pressure sensor of each measuring point and the embedding position and the inclination of the six-direction pressure sensor relative to the geodetic coordinate system and the 6 different-direction stress components of the six-direction pressure sensor, wherein the three-dimensional stress state comprises positive stress sigma in the x, y and z directionsx、σy、σzAnd shear stress τxy、τyz、τzx
The invention has the following beneficial effects for the prior art:
the stress change of surrounding rocks in the tunneling process is monitored by embedding a six-direction pressure sensor at a design position in advance, the three-dimensional stress state change of a certain point in the section surrounding rocks is accurately measured, the change rule of the surrounding rock stress field along with tunneling can be determined by acquiring the change condition of the surrounding rock stress field of a plurality of section multi-measuring points, the disturbance range of the surrounding rocks in the shield tunneling process can be better reflected, a good guiding function is designed for supporting and protecting the excavated surrounding rocks, the engineering quantity is saved, the construction progress is accelerated, and the overall stability of a cavern and the personal safety of constructors are ensured. The six-direction pressure sensors can be connected in series, so that data acquisition and extraction are simple during large-scale layout, and the large-scale monitoring cost is low; the multi-point distributed monitoring on the three-dimensional disturbance stress of the surrounding rock is realized for a long time; a reasonable arrangement mode of the six-direction pressure sensors is provided, effective measurement can be carried out, and resource waste can not be caused.
Drawings
FIG. 1 is a schematic diagram of an arrangement of a fiber grating six-way pressure sensor in tunnel surrounding rock according to the invention;
FIG. 2 is a diagram of a face thrust direction drilling arrangement of the present invention;
in the figure, 1-tunnel section; 2, drilling a hole on the left side; a six-direction pressure sensor in the 3-270 degree direction; 4-vault drilling; a six-direction pressure sensor in the direction of 5-0 degrees; 6-drilling at the side part; a six-direction pressure sensor in the direction of 7-45 degrees; 8-drilling on the right side; a six-direction pressure sensor in the 9-90 degrees direction; a six-direction pressure sensor in the 10-135 degree direction; 11-fiber grating demodulator; 12-a computer; 13-an optical cable; 14-direction of tunnel face advance.
Detailed Description
The invention will be further described with reference to the following examples and the accompanying drawings, it being emphasized that, although the invention will be described with reference to the examples, it is not intended to limit the invention to these examples, which are merely intended to illustrate the feasibility of the solution of the invention.
A method for monitoring disturbance stress of surrounding rocks of a subway shield tunnel comprises the following steps:
step 1, before tunnel excavation, selecting a tunnel surrounding rock stress monitoring section according to engineering geological conditions and the density degree of surrounding buildings.
A vertical vault drilling hole is formed right above the vault of the tunnel section, and the bottom of the vault drilling hole extends to the vault of the tunnel section;
vertical right-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the right side of the tunnel section every 2 m;
vertical left-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the left side of the tunnel section every 2 m;
in the plane of the tunnel section, the distributed ray is defined as the ray with the center of the tunnel section as the origin,
defining the distribution ray from the center of the tunnel section to the tunnel vault of the tunnel section as a 0-degree distribution ray, setting the clockwise direction as the angle increasing direction of the distribution ray,
and vertical side drill holes are formed right above the outer wall of the tunnel section, in which the rays are distributed in the direction of 45 degrees, in the plane of the tunnel section. The bottom of the side drill hole extends to the outer wall of the tunnel section in which rays are distributed in the direction of 45 degrees;
six-direction pressure sensors are distributed at each measuring point, and each six-direction pressure sensor comprises a 0-degree-direction six-direction pressure sensor, a 45-degree-direction six-direction pressure sensor, a 90-degree-direction six-direction pressure sensor, a 135-degree-direction six-direction pressure sensor and a 270-degree-direction six-direction pressure sensor.
And arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outer wall of the tunnel section to the stratum junction on the 0-degree-direction distribution ray, namely arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outside of the tunnel section to the stratum junction in a vertical drill hole arranged right above the tunnel arch top of the tunnel section, and providing a calculation basis for calculating the collapse arch height of the tunnel surrounding rock.
Six-direction pressure sensors in 45-degree directions are arranged at measuring points where the rays distributed in the 45-degree directions intersect with the outer wall of the section of the tunnel, the side drill hole and the right side drill hole,
six-direction pressure sensors in the 90-degree direction are arranged at each measuring point where the ray distributed in the 90-degree direction intersects with the outer wall of the tunnel section and the right drilling hole,
six-direction pressure sensors in the 135-degree direction are arranged at each measuring point where the ray distributed in the 135-degree direction intersects with the outer wall of the section of the tunnel and the right drilling hole,
six-direction pressure sensors in the 270-degree direction are arranged at each measuring point where the ray distributed in the 270-degree direction intersects with the outer wall of the section of the tunnel and the left drilling hole,
and arranging a plurality of measuring points with different distances from the tunnel wall in the representative directions of 45 degrees, 90 degrees, 135 degrees and 270 degrees, and monitoring the surrounding rock stress fields at different distances from the tunnel wall to obtain the range of the disturbance stress area around the tunnel.
By taking a selected stress monitoring section of a certain tunnel surrounding rock as an example for explanation, a layout schematic diagram of the sensor is shown in fig. 1.
The distance between adjacent six-direction pressure sensors with rays distributed in the same direction is 0.5-3 m, unnecessary waste can be generated due to too dense or too long arrangement of measuring points, and the change of the stress of the surrounding rock can not be fully reflected due to too sparse or too short arrangement of the measuring points. By arranging the measuring points in this way, the technical effect and the economy can be optimized.
And 2, respectively connecting a 0-degree direction six-direction pressure sensor, a 45-degree direction six-direction pressure sensor, a 90-degree direction six-direction pressure sensor, a 135-degree direction six-direction pressure sensor and a 270-degree direction six-direction pressure sensor with an optical cable 13, grouting to seal the arch crown drill hole, the side drill hole, each right side drill hole and each left side drill hole, connecting the optical cable 13 with an optical fiber grating demodulator 11, demodulating an optical signal output in the monitoring process by the demodulator 3, and transmitting the optical signal to the computer system 4 to convert the wavelength data into stress data according to the elastic modulus of a sensing surface, the Poisson ratio and the sensing principle so as to obtain the three-dimensional stress state of each measuring point.
All the 0-degree direction six-direction pressure sensors, the 45-degree direction six-direction pressure sensors, the 90-degree direction six-direction pressure sensors, the 135-degree direction six-direction pressure sensors and the 270-degree direction six-direction pressure sensors are all fiber grating type six-direction pressure sensors and comprise 6 sensing units which are not parallel to each other in different directions, and the internal structure of each sensing unit comprises a bearing plate, a fiber grating strain gauge and an upright post which are elastically deformed by force. When the bearing plate is under the action of external load, elastic bending deformation is generated, so that the fiber grating strain gauge tensioned by the fastening chuck is stretched, wavelength signals returned by the fiber grating are correspondingly changed, the one-to-one correspondence relationship between stress and wavelength can be established, and the wavelength data is converted into stress data.
The fiber grating type six-direction pressure sensor is spherical, so that the interference of the sensor to stress transmission and the local stress concentration are avoided, and the accuracy of a test result is improved.
In the step 1, after each six-direction pressure sensor is fixed at a corresponding measuring point, the embedding position and the inclination of the six-direction pressure sensor relative to a geodetic coordinate system are obtained; obtaining 6 stress components in different directions of the six-direction pressure sensor of each measuring point through the step 2, and obtaining a three-dimensional stress state of the measuring point according to the embedding azimuth and inclination of the six-direction pressure sensor relative to a geodetic coordinate system and the 6 stress components in different directions of the six-direction pressure sensor, wherein the three-dimensional stress state comprises positive stress sigma in x, y and z directionsx、σy、σzAnd shear stress τxy、τyz、τzx
The invention establishes a real-time monitoring system to complete the acquisition, transmission and analysis of data. According to the invention, the fiber grating sensor is buried before tunnel excavation, so that the disturbance stress of tunnel surrounding rock in the construction period and the operation period can be monitored in real time.
The embodiments of the present invention are described in detail above with reference to the drawings, but the present invention is not limited to the described embodiments. It will be appreciated by those skilled in the art that various changes, modifications, substitutions and alterations can be made in the embodiments without departing from the spirit and scope of the invention.

Claims (1)

1. A method for monitoring disturbance stress of surrounding rocks of a subway shield tunnel is characterized by comprising the following steps:
step 1, selecting a stress monitoring section of tunnel surrounding rock,
a vertical vault drilling hole is formed right above the vault of the tunnel section, and the bottom of the vault drilling hole extends to the vault of the tunnel section;
vertical right-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the right side of the tunnel section every 2 m;
vertical left-side drill holes are formed in the plane of the tunnel section and in the range of two times of the tunnel diameter on the left side of the tunnel section every 2 m;
in the plane of the tunnel section, the distributed ray is defined as the ray with the center of the tunnel section as the origin,
defining the distribution ray from the center of the tunnel section to the tunnel vault of the tunnel section as a 0-degree distribution ray, setting the clockwise direction as the angle increasing direction of the distribution ray,
vertical side drill holes are formed right above the outer wall of the tunnel section, in which the rays are distributed in the 45-degree direction, in the plane of the tunnel section, and the bottoms of the side drill holes extend to the outer wall of the tunnel section, in which the rays are distributed in the 45-degree direction;
six-direction pressure sensors are distributed at each measuring point, the six-direction pressure sensors comprise a 0-degree direction six-direction pressure sensor, a 45-degree direction six-direction pressure sensor, a 90-degree direction six-direction pressure sensor, a 135-degree direction six-direction pressure sensor and a 270-degree direction six-direction pressure sensor,
arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outer wall of the tunnel section to the stratum junction on a 0-degree-direction distribution ray, namely arranging 0-degree-direction six-direction pressure sensors at measuring points every 2m from the outside of the tunnel section to the stratum junction in a vertical drill hole arranged right above the tunnel arch top of the tunnel section,
six-direction pressure sensors in 45-degree directions are arranged at measuring points where the rays distributed in the 45-degree directions intersect with the outer wall of the section of the tunnel, the side drill hole and the right side drill hole,
six-direction pressure sensors in the 90-degree direction are arranged at each measuring point where the ray distributed in the 90-degree direction intersects with the outer wall of the tunnel section and the right drilling hole,
six-direction pressure sensors in the 135-degree direction are arranged at each measuring point where the ray distributed in the 135-degree direction intersects with the outer wall of the section of the tunnel and the right drilling hole,
six-direction pressure sensors in the 270-degree direction are arranged at each measuring point where the ray distributed in the 270-degree direction intersects with the outer wall of the section of the tunnel and the left drilling hole,
step 2, connecting each six-direction pressure sensor with an optical cable respectively, sealing the vault borehole, the side borehole, each right borehole and each left borehole by grouting, connecting the optical cable with a fiber grating demodulator, acquiring the embedding position and the inclination of each six-direction pressure sensor relative to a geodetic coordinate system, acquiring the three-dimensional stress state of each measuring point according to the 6 different-direction stress components of the six-direction pressure sensor of each measuring point and the embedding position and the inclination of the six-direction pressure sensor relative to the geodetic coordinate system and the 6 different-direction stress components of the six-direction pressure sensor, wherein the three-dimensional stress state comprises positive stress sigma in the x, y and z directionsx、σy、σzAnd shear stress τxy、τyz、τzx
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