CN213175636U - Under wear shallow buried depth tunnel construction monitoring system of existing railway line - Google Patents
Under wear shallow buried depth tunnel construction monitoring system of existing railway line Download PDFInfo
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- CN213175636U CN213175636U CN202020411047.8U CN202020411047U CN213175636U CN 213175636 U CN213175636 U CN 213175636U CN 202020411047 U CN202020411047 U CN 202020411047U CN 213175636 U CN213175636 U CN 213175636U
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Abstract
The utility model provides a wear existing railway line shallow buried depth tunnel construction monitoring system down, including first monitoring module, second monitoring module, drawing module, analysis module and feedback module, first monitoring module with drawing the module and being connected, measure the country rock pressure through string formula soil pressure gauge and obtain first measuring result, second monitoring module with drawing the module and being connected, measure supporting construction pressure through string formula strainometer and obtain the second measuring result, drawing the module according to first measuring result and second measuring result respectively draw corresponding pressure variation graph; the analysis module is connected with the drawing module, the feedback module is connected with the analysis module, and the feedback module can adjust the construction method according to the analysis result of the analysis module. The utility model discloses a system can master the pressure state of country rock and supporting construction, in time takes precaution and adjusts the construction method, guarantees the security in the tunnel work progress.
Description
Technical Field
The utility model belongs to the technical field of the tunnel control is measured, more specifically relates to a wear shallow buried depth tunnel construction monitoring system of existing railway circuit down.
Background
Wear existing railway line under newly-built highway tunnel and mainly can lead to the damage of overburden layer above the tunnel in the work progress, directly can lead to the deformation that sinks of the road bed under the current railway track, further can lead to the fracture of road surface and the deformation damage of track structure to can make the driving produce certain danger, consequently carry out construction monitoring very necessary to the work progress in tunnel work progress.
The influence of the tunnel underpass construction on the existing railway line mainly comprises the influence of the underpass construction of the train on the tunnel, the influence of the underpass construction of the railway on the irregularity of the line, the influence of the underpass construction of the tunnel on the railway roadbed and the influence of the underpass construction of the railway on the track. At present, in the construction and operation processes of tunnels, an effective and complete monitoring system is not available, data in all aspects can be mastered to monitor the tunnel state, dangers can be found in time, and preventive measures can be taken.
Therefore, an effective monitoring method for shallow buried tunnel construction under the existing railway line is urgently needed in the technical field, and construction safety can be guaranteed by timely feeding back construction state information to adjust construction strategies.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a wear shallow buried depth tunnel construction monitoring system of existing railway circuit down, measure the country rock pressure and measure supporting construction pressure through string formula strainometer through string formula soil pressure gauge, obtain the pressure variation picture of drawing according to the measuring result, according to the pressure variation picture analysis section stress value change condition of accomplishing and the whole condition in tunnel after the excavation.
In order to solve the technical problem, the utility model provides a wear shallow buried depth tunnel construction monitoring system of existing railway circuit down, include:
a first monitoring module, a second monitoring module, a drawing module, an analysis module and a feedback module, wherein,
the first monitoring module is connected with the drawing module and measures the surrounding rock pressure through a string type soil pressure gauge to obtain a first measurement result;
the second monitoring module is connected with the drawing module and measures the pressure of the supporting structure through the string type strain gauge to obtain a second measurement result;
the drawing module is used for drawing a corresponding pressure change graph according to the first measurement result and the second measurement result respectively;
the analysis module is connected with the drawing module and analyzes and judges the pressure conditions of the surrounding rock and the supporting structure in the construction process according to the pressure change diagram;
the feedback module is connected with the analysis module, and the feedback module can adjust the construction method according to the analysis result of the analysis module.
Preferably, the first monitoring module comprises: a building unit, a first fixing unit and a measuring unit, wherein,
the construction unit is used for constructing a supporting structure so that the pressure gauge can measure the pressure conditions of surrounding rocks at different positions;
the fixing unit is used for fixing the pressure gauge on the surrounding rock after blasting operation of the tunnel is completed;
and the measuring unit is used for measuring the pressure of the tunnel surrounding rock by using a pressure gauge after tunnel excavation operation to obtain the first measuring result.
Preferably, the second monitoring module comprises: a steel grating erection unit and a second fixing unit, wherein,
the steel grating erecting unit adopts a steel grating for erecting after being used for tunnel excavation;
the second fixing unit is used for fixing the string type strain gauge on the steel grating main rib, so that the string type strain gauge is used for measuring the stress condition of the steel grating to obtain a second measuring result.
Preferably, the first monitoring module further comprises: a string type soil pressure gauge setting unit, wherein,
the string type soil pressure gauge setting unit is used for setting a section at a first preset distance along the tunnel excavation direction of the string type soil pressure gauge, three string type soil pressure gauge measuring points are arranged on the section, and the string type soil pressure gauge measuring points are respectively located on the arch waists and the arch tops of the two sides of the tunnel.
Preferably, the second monitoring module further comprises: a string-type strain gauge-setting unit in which,
the string type strain gauge setting unit is used for arranging a section at a second preset distance along the tunnel excavation direction at the string type strain gauge, the section is provided with five string type strain gauge measuring points, and the string type strain gauge measuring points are respectively located on an arch camber line at two sides, an arch waist at two sides and an arch crown.
The utility model provides a wear shallow buried depth tunnel construction monitoring method of existing railway circuit down, include: measuring the surrounding rock pressure through a steel string type soil pressure gauge to obtain a first measurement result; measuring the internal force of the supporting structure through the string type strain gauge to obtain a second measurement result; drawing a first pressure change graph according to the first measurement result; drawing a second pressure change graph according to the second measurement result; and judging the conditions of surrounding rocks and a supporting structure in the construction process according to the first pressure change diagram and the second pressure change diagram, and timely adjusting the construction method.
Through the scheme, the pressure states of the surrounding rock and the supporting structure can be mastered, preventive measures can be taken in time, the construction method can be adjusted, and the safety in the tunnel construction process is guaranteed.
Drawings
FIG. 1 is a flow chart of a construction monitoring method for a shallow buried tunnel penetrating an existing railway line;
FIG. 2 is a schematic view of one of the cross-section measuring points according to the embodiment of the present invention;
FIG. 3 is a schematic diagram of one of the surface subsidences of a cross section according to an embodiment of the present invention;
FIG. 4 is a schematic view of another embodiment of the present invention illustrating surface subsidence changes;
FIG. 5 is a schematic view of another cross-section measurement point design in the embodiment of the present invention;
FIG. 6 is a schematic diagram of the vault crown settlement change of one of the section measuring points in the embodiment of the present invention;
fig. 7 is the embodiment of the utility model provides a tunnel construction monitoring system schematic diagram.
Detailed Description
The principles and spirit of the present invention will be described with reference to a number of exemplary embodiments. It should be understood that these embodiments are given solely for the purpose of enabling those skilled in the art to better understand and thereby implement the present invention, and are not intended to limit the scope of the invention in any way. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
Referring to fig. 1, for the embodiment of the present invention provides a flow chart of a method for monitoring a construction of a shallow buried deep tunnel passing through an existing railway line, including:
s10, measuring the surrounding rock pressure through a string type soil pressure gauge to obtain a first measurement result;
s20, measuring the internal force of the supporting structure through the string strain gauge to obtain a second measurement result;
s30, drawing a first pressure change graph according to the first measurement result;
s40, drawing a second pressure change graph according to the second measurement result;
and S50, judging the conditions of surrounding rocks and a supporting structure in the construction process according to the first pressure change diagram and the second pressure change diagram, and timely adjusting the construction method.
In the embodiment of the present invention, step S10 measures the surrounding rock pressure through a string type earth pressure gauge to obtain a first measurement result;
at first, this scheme adopts string wire formula soil pressure meter to measure. The pressure gauge mainly comprises a pressure box, an inductor, an oil cavity, a pressure bearing film, a connecting pipe and a shielding cable. The structure adopted by the device is a two-time membrane separation mode, the structure does not directly measure the soil pressure, but indirectly measures the soil pressure by using the liquid pressure transmitted by a pipe connected with the pressure box, namely the secondary membrane changes the natural vibration frequency of the steel string type sensor to measure data, and the precision of the measuring mode is higher. The steel string type soil pressure gauge has the advantages of reliable structure, simple operation, good stability, capability of well automatically collecting at first and the like. The structure is designed into a secondary membrane separation structure, so that adverse effects generated in the embedding process are reduced, the measurement sensitivity is improved, and the rigidity is enhanced. Therefore, this scheme adopts this mode to measure the country rock pressure.
Further, step S10 is measuring the surrounding rock pressure by a string type earth pressure gauge, and obtaining the first measurement result includes:
s11: building a supporting structure so that the pressure gauge can measure the surrounding rock pressure conditions at different positions;
s12: after the blasting operation of the tunnel is finished, fixing the pressure gauge on the surrounding rock;
s13: and after the tunnel excavation operation, measuring the pressure of the tunnel surrounding rock by using a pressure gauge to obtain the first measurement result.
Specifically, step S11 builds a supporting structure so that the pressure gauge measures the surrounding rock pressure conditions at different positions. The method comprises the following steps of constructing a supporting structure, so that the pressure gauge can measure surrounding rock pressure conditions at different positions; and step S12, after the blasting operation of the tunnel is finished, fixing the pressure gauge on the surrounding rock. The method comprises the following steps that after blasting operation of the tunnel is completed, the pressure gauge is fixed on surrounding rocks; and step S13, after the tunnel excavation operation, measuring the pressure of the tunnel surrounding rock by using a pressure gauge to obtain the first measurement result. The method comprises the following steps of measuring the pressure of the surrounding rock of the tunnel by using a pressure gauge after tunnel excavation operation, and obtaining a first measurement result.
Specifically, after tunnel excavation operation, measuring the pressure of tunnel surrounding rocks by using a pressure gauge; after the blasting operation of the tunnel is completed, fixing a pressure gauge on an exposed rock soil body before concrete spraying primary support is not performed; and (4) constructing a supporting structure, so that the supporting structure is in good contact with the supporting structure and the surrounding rock structure, and the pressure gauge is favorable for measuring the surrounding rock pressure conditions at different positions.
Further, step S10 is to measure the surrounding rock pressure by a string type earth pressure gauge, and obtaining the first measurement result further includes: the pressure gauge is provided with a section at a first preset distance along the tunnel excavation direction, three pressure gauge measuring points are arranged on the section, and the pressure gauge measuring points are respectively located on the arch waists and the arch tops of two sides of the tunnel.
The string type soil pressure gauge is provided with a section at a first preset distance along the tunnel excavation direction, three string type soil pressure gauge measuring points are arranged on the section, and the string type soil pressure gauge measuring points are respectively positioned on the arch waist and the arch crown at two sides of the tunnel. The first preset distance can be set according to actual conditions.
Illustratively, a section can be arranged every ten centimeters along the tunnel excavation direction, and each section has three measuring points, namely a two-side arch waist and a vault.
In the embodiment of the utility model, S20 measures the internal force of the supporting structure through the string strain gauge to obtain a second measurement result;
the utility model discloses in, measure supporting construction pressure through the string formula strainometer and obtain the second measuring result, the second measuring result shows the supporting construction pressure condition promptly.
Further, step S20 is to measure the internal force of the supporting structure by the string strain gauge, and obtaining a second measurement result includes:
s21: after the tunnel is excavated, erecting by adopting a steel grating;
s22: and fixing the strain gauge on the steel grating main rib so as to obtain a second measurement result by measuring the stress condition of the steel grating through the strain gauge.
After the steel grating stress measuring device is used for tunnel excavation, a steel grating is adopted for erection, and the string type strain gauge is fixed on a main steel bar of the steel grating, so that the stress condition of the steel grating is measured through the string type strain gauge to obtain a second measurement result. Specifically, after the tunnel is excavated, a steel grating is adopted for erection, and in order to ensure that the strain gauge and the main rib can deform together, the strain gauge is fixed on the steel grating main rib by using iron wires so as to achieve the purpose of monitoring the stress condition of the steel grating; of course, other strain gauges can be selected for monitoring according to the supporting mode adopted by the tunnel. The utility model discloses what the project tunnel of selecting adopted is that the steel grating struts, adopts string formula strainometer to monitor.
Further, step S20 is to measure the internal force of the supporting structure by the string strain gauge, and obtaining the second measurement result further includes: the strain gauge is provided with a section at a second preset distance along the tunnel excavation direction, five strain gauge measuring points are arranged on the section, and the strain gauge measuring points are respectively located on the arching lines on two sides, the arching waists on two sides and the vault.
And arranging a section at the string type strain gauge at a second preset distance along the tunnel excavation direction, wherein the section is provided with five string type strain gauge measuring points which are respectively positioned on the arch camber lines at two sides, the arch waists at two sides and the arch crown. The second preset distance can be set according to actual conditions, and the specific distance is not limited in the scheme.
Illustratively, the string strain gauge of the shallow-buried bias section of the tunnel opening is provided with a section every ten centimeters along the tunnel excavation direction, and each section is provided with five measuring points which are respectively an arch raising line at two sides, an arch waist at two sides and an arch top.
In the embodiment of the present invention, step S30 is to draw a first pressure variation graph according to the first measurement result; step S40 is to draw a second pressure change map according to the second measurement result;
the two steps aim to more directly observe the pressure change condition in a visual mode by drawing the first measurement result and the second measurement result into corresponding pressure change graphs.
Accordingly, step S50: and judging the conditions of surrounding rocks and a supporting structure in the construction process according to the first pressure change diagram and the second pressure change diagram, and timely adjusting the construction method.
In the step, the wall rock and supporting structure conditions, namely the stress value change completion condition of the section after excavation and the whole tunnel condition, are analyzed according to the wall rock pressure change diagram and the supporting structure pressure change diagram in the construction process.
Specifically, before detection, different measuring points can be numbered, the pressure of the force measuring points with different numbers can be monitored, and corresponding change value curves are drawn, namely steps S30 and S40; analyzing the pressure variation graph, and judging the pressure variation condition of the surrounding rock after the section is excavated; and analyzing a monitoring data change diagram of the string strain gauge, and judging the pressure change condition of the supporting structure of the section after excavation.
In practical application, for example, in a tunnel section about 40 meters below a certain road section, blasting parameters are set, the rest 60 meters are excavated by blasting, and the footage is controlled within the range of 1 to 2.5 meters according to the rock quality change and the distance from the rail bed of the train from small to large.
The surrounding rock pressure monitoring mainly aims at the ground surface subsidence factor, for example, the buried depth is less than 50 meters, the tunnel portal section can be defined as a shallow buried section, the shallow buried tunnel surrounding rock is relatively weak, broken and has short time for reaching a stable state because the surrounding rock is close to the ground surface, and the ground surface is easily harmfully subsided or even falls down by roof if the construction operation is not in place. The stratum may be sunk in the tunnel excavation process to cause the ground surface to sink, so that the sinking measurement of the ground surface is very important for the safety control of tunnel construction.
The monitoring points can be respectively provided with a section for measuring the ground subsidence near the left side and the right side of the tunnel portal, seven measuring points are arranged around each section, the design requirement of the total ground subsidence of the project is not more than 20 mm, and the arrangement of the measuring points is specifically shown as a section measuring point design schematic diagram in the tunnel construction monitoring system in fig. 2. The present invention selects a representative section as a case, and the curves of the ground subsidence generated at this point along with the time change are shown in fig. 3 and fig. 4.
And analyzing the monitoring result of the pressure of the surface subsidence surrounding rock. As can be seen from fig. 3 and 4, the tunnel does not have a large subsidence size. The settlement at the tunnel entrance to a cave position has appeared certain law, and the measuring point of the direction directly over tunnel axis is the point that appears the settlement value biggest promptly, and final settlement curve shape is similar to the funnel shape, scatters to both sides by the centre. However, it is worth noting that different sections are located at different geographical positions and have different surrounding rock characteristics, so that the speed and the sedimentation value of the sedimentation deformation of different sections are different.
For the different sections, the measurement point No. 4 is the point where the maximum subsidence rate of the earth surface occurs, and the maximum subsidence values are 0.78mm/d (mm/day) and 0.74mm/d (mm/day). The settlement values of the two tunnels are kept stable around 30 days and 28 days respectively, the total settlement values are 10 mm and 9.7 mm respectively, and the design control requirements are met.
The internal force monitoring of the supporting structure mainly aims at vault subsidence influence factors, vault subsidence monitoring of the tunnel can be well used for judging stability of surrounding rocks, and the vault subsidence monitoring is an important basis for design of the tunnel supporting structure and determination of stratum environment. When the tunnel face is tunneled about 1-2 meters, the vault subsidence measurement can be arranged, and the measuring point arrangement position situation is as shown in another section measuring point design schematic diagram in a tunnel construction monitoring system in fig. 5.
According to the monitoring result show, the utility model discloses select a representative tunnel entrance to a cave section to carry out the index research that the vault sinks the deformation, the arch crown that changes along with the time axis sinks the curve of the condition like a section measurement station vault among the tunnel construction monitoring system of fig. 6 and subsides the change schematic diagram.
And analyzing the monitoring result of the internal force of the vault sinking supporting structure. As can be seen from fig. 6, the vault sinks continuously with the increase of time, the sedimentation rate is gradually stabilized about 30 days, the total sedimentation value reaches 6.8 mm, and the surrounding rock is basically in a stable state.
The utility model discloses another embodiment provides a wear shallow buried depth tunnel construction monitoring method of existing railway circuit down, include: measuring the surrounding rock pressure through a steel string type soil pressure gauge to obtain a first measurement result; measuring the internal force of the supporting structure through the string type strain gauge to obtain a second measurement result; drawing a first pressure change graph according to the first measurement result; drawing a second pressure change graph according to the second measurement result; and judging the conditions of surrounding rocks and a supporting structure in the construction process according to the first pressure change diagram and the second pressure change diagram, and timely adjusting the construction method.
Through the scheme, the pressure states of the surrounding rock and the supporting structure can be mastered, preventive measures can be taken in time, the construction method can be adjusted, and the safety in the tunnel construction process is guaranteed.
In addition, refer to fig. 7, for the embodiment of the utility model provides a tunnel construction monitoring system schematic diagram is still provided.
The method specifically comprises the following steps:
a first monitoring module, a second monitoring module, a drawing module, an analysis module and a feedback module, wherein,
the first monitoring module is connected with the drawing module and is used for measuring the surrounding rock pressure through a string type soil pressure gauge to obtain a first measurement result;
the second monitoring module is connected with the drawing module and is used for measuring the pressure of the supporting structure through the string type strain gauge to obtain a second measurement result;
the drawing module is used for drawing a corresponding pressure change graph according to the first measurement result and the second measurement result respectively;
the analysis module is connected with the drawing module and is used for analyzing and judging the pressure conditions of the surrounding rock and the supporting structure in the construction process according to the pressure change diagram;
the feedback module is connected with the analysis module and used for adjusting the construction method according to the analysis result of the analysis module.
Further, the first monitoring module comprises: a building unit, a first fixing unit and a measuring unit, wherein,
the construction unit is used for constructing a supporting structure so that the pressure gauge can measure the pressure conditions of surrounding rocks at different positions;
the fixing unit is used for fixing the pressure gauge on the surrounding rock after blasting operation of the tunnel is completed;
and the measuring unit is used for measuring the pressure of the tunnel surrounding rock by using a pressure gauge after tunnel excavation operation to obtain the first measuring result.
Further, the second monitoring module comprises: a steel grating erection unit and a second fixing unit, wherein,
the steel grating erecting unit adopts a steel grating for erecting after being used for tunnel excavation;
the second fixing unit is used for fixing the string type strain gauge on the steel grating main rib, so that the string type strain gauge is used for measuring the stress condition of the steel grating to obtain a second measuring result.
Further, the first monitoring module further comprises: a string type soil pressure gauge setting unit, wherein,
the string type soil pressure gauge setting unit is used for setting a section at a first preset distance along the tunnel excavation direction of the string type soil pressure gauge, three string type soil pressure gauge measuring points are arranged on the section, and the string type soil pressure gauge measuring points are respectively located on the arch waists and the arch tops of the two sides of the tunnel.
Further, the second monitoring module further comprises: a string-type strain gauge-setting unit in which,
the string type strain gauge setting unit is used for arranging a section at a second preset distance along the tunnel excavation direction at the string type strain gauge, the section is provided with five string type strain gauge measuring points, and the string type strain gauge measuring points are respectively located on an arch camber line at two sides, an arch waist at two sides and an arch crown.
The utility model provides a tunnel construction monitoring system, include: the device comprises a first monitoring module, a second monitoring module, a drawing module, an analysis module and a feedback module, wherein the first monitoring module is connected with the drawing module and is used for measuring the surrounding rock pressure through a string type soil pressure gauge to obtain a first measurement result; the second monitoring module is connected with the drawing module and is used for measuring the pressure of the supporting structure through the string type strain gauge to obtain a second measurement result; the drawing module is used for drawing a corresponding pressure change graph according to the first measurement result and the second measurement result respectively; the analysis module is connected with the drawing module and is used for analyzing and judging the pressure conditions of the surrounding rock and the supporting structure in the construction process according to the pressure change diagram; the feedback module is connected with the analysis module and used for adjusting the construction method according to the analysis result of the analysis module. Through the scheme, the pressure states of the surrounding rock and the supporting structure can be mastered, preventive measures can be taken in time, the construction method can be adjusted, and the safety in the tunnel construction process is guaranteed.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The above embodiment numbers of the present invention are only for description, and do not represent the advantages and disadvantages of the embodiments.
The above is only the preferred embodiment of the present invention, and not the scope of the present invention, all the equivalent structures or equivalent flow changes made by the contents of the specification and the drawings or the direct or indirect application in other related technical fields are included in the patent protection scope of the present invention.
Claims (5)
1. A construction monitoring system for a shallow buried depth tunnel penetrating an existing railway line is characterized by comprising a first monitoring module, a second monitoring module, a drawing module, an analysis module and a feedback module, wherein,
the first monitoring module is connected with the drawing module and measures the surrounding rock pressure through a string type soil pressure gauge to obtain a first measurement result;
the second monitoring module is connected with the drawing module and measures the pressure of the supporting structure through the string type strain gauge to obtain a second measurement result;
the drawing module is used for drawing a corresponding pressure change graph according to the first measurement result and the second measurement result respectively;
the analysis module is connected with the drawing module and analyzes and judges the pressure conditions of the surrounding rock and the supporting structure in the construction process according to the pressure change diagram;
the feedback module is connected with the analysis module, and the feedback module can adjust the construction method according to the analysis result of the analysis module.
2. The system for monitoring construction of the shallow buried deep tunnel of the underpass existing railway line according to claim 1, wherein the first monitoring module comprises a building unit, a first fixing unit and a measuring unit, wherein,
the construction unit is used for constructing a supporting structure so that the pressure gauge can measure the pressure conditions of surrounding rocks at different positions;
the fixing unit is used for fixing the pressure gauge on the surrounding rock after blasting operation of the tunnel is completed;
and the measuring unit is used for measuring the pressure of the tunnel surrounding rock by using a pressure gauge after tunnel excavation operation to obtain the first measuring result.
3. The system for monitoring shallow buried depth tunnel construction of existing underpass railway line as claimed in claim 2, wherein said second monitoring module comprises a steel grating erection unit and a second fixing unit, wherein,
the steel grating erecting unit adopts a steel grating for erecting after being used for tunnel excavation;
the second fixing unit is used for fixing the string type strain gauge on the steel grating main rib, so that the string type strain gauge is used for measuring the stress condition of the steel grating to obtain a second measuring result.
4. The system for monitoring shallow buried depth tunnel construction of existing railway line passing through as claimed in claim 2, wherein the first monitoring module further comprises a string type earth pressure gauge setting unit, wherein,
the string type soil pressure gauge setting unit is used for setting a section at a first preset distance along the tunnel excavation direction of the string type soil pressure gauge, three string type soil pressure gauge measuring points are arranged on the section, and the string type soil pressure gauge measuring points are respectively located on the arch waists and the arch tops of the two sides of the tunnel.
5. The system for monitoring construction of the shallow buried deep tunnel of the underpass existing railway line according to claim 3, wherein the second monitoring module further comprises: a string-type strain gauge-setting unit in which,
the string type strain gauge setting unit is used for arranging a section at a second preset distance along the tunnel excavation direction at the string type strain gauge, the section is provided with five string type strain gauge measuring points, and the string type strain gauge measuring points are respectively located on an arch camber line at two sides, an arch waist at two sides and an arch crown.
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