CN115560723B - Advanced measurement method for instantaneous deformation of surrounding rock of large-span tunnel - Google Patents
Advanced measurement method for instantaneous deformation of surrounding rock of large-span tunnel Download PDFInfo
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- CN115560723B CN115560723B CN202211560347.2A CN202211560347A CN115560723B CN 115560723 B CN115560723 B CN 115560723B CN 202211560347 A CN202211560347 A CN 202211560347A CN 115560723 B CN115560723 B CN 115560723B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The application relates to the technical field of tunnel engineering, in particular to an advanced measurement method for instantaneous deformation of a large-span tunnel surrounding rock. The measuring method comprises the following steps: s1, determining the excavation position of a small pilot tunnel in a cross section area of a tunnel according to the structure size of the tunnel; s2, determining the excavation position of the small pilot tunnel in the last step, and excavating along the extending direction of the tunnel so as to excavate the small pilot tunnel; s3, drilling holes in the small pilot tunnel, wherein the depth of the drilling holes exceeds the design boundary of the tunnel; s4, installing a sensor in the drill hole, wherein the sensor is used for monitoring data of displacement of surrounding rock; s5, excavating a tunnel, and simultaneously acquiring sensor monitoring data. The advanced measurement method can accurately grasp the instantaneous deformation rule and instantaneous energy release characteristic of the surrounding rock of the tunnel when the full-section excavation of the tunnel is completed, and can provide scientific basis for the support design and the dynamic optimization of the monitoring scheme in the later stage of the tunnel.
Description
Technical Field
The application relates to the technical field of tunnel engineering, in particular to an advanced measurement method for instantaneous deformation of a large-span tunnel surrounding rock.
Background
With the continuous development of national infrastructure construction, more and more highway tunnels are being built. In tunnel engineering construction, in particular to the prior stress state of breaking surrounding rock of a tunnel during excavation construction, such as the temporary face of the excavated tunnel, geological disasters such as large deformation, rock burst and the like can be generated due to the excavation unloading effect. For example, the total of 198 tunnels of the whole Chinese Sichuan-Tibetan railway accounts for 70.2 percent of the total length of the tunnel, and the tunnel is subjected to special geological conditions such as high intensity, high ground stress, soft rock, movable fracture zones and the like in the process of construction, deformation and damage of surrounding rock of the tunnel are inevitably generated in the process of tunnel excavation, so that the construction of the tunnel is greatly threatened, and the construction safety hidden trouble exists.
In order to effectively control the deformation state of surrounding rocks of a tunnel in the process of excavation, an engineering site can primarily support the tunnel as soon as possible after the tunnel is excavated, and meanwhile, the deformation of the surrounding rocks of the tunnel is monitored, and although the deformation state of a side slope can be well mastered, a plurality of unpredictable disasters of large deformation and damage of the surrounding rocks of the tunnel still occur, and particularly for a large-span tunnel, the side slope is extremely easy to deform and damage under the action of structural stress. The reason is mainly that the current tunnel surrounding rock deformation monitoring has hysteresis, and the instantaneous deformation characteristic of the tunnel surrounding rock is not mastered when the tunnel excavation is completed, so that the surrounding rock state of the tunnel is difficult to scientifically predict and accurately control countermeasures are put forward. Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The purpose of the application is to provide an advanced measurement method for instantaneous deformation of surrounding rock of a large-span tunnel, so as to solve or alleviate the problems in the prior art.
In order to achieve the above object, the present application provides the following technical solutions:
the application provides an advanced measurement method for instantaneous deformation of surrounding rock of a large-span tunnel, which comprises the following steps:
s1, determining the excavation position of a small pilot tunnel in a cross section area of a tunnel according to the structure size of the tunnel;
s2, determining the excavation position of the small pilot tunnel in the last step, and excavating along the extending direction of the tunnel so as to excavate the small pilot tunnel;
s3, drilling holes in the small pilot tunnel, wherein the depth of the drilling holes exceeds the design boundary of the tunnel;
s4, installing a sensor in the drill hole, wherein the sensor is used for monitoring data of displacement of surrounding rock;
s5, excavating the tunnel, and simultaneously acquiring sensor monitoring data.
In the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, in step S3, a plurality of monitoring surfaces are arranged in the extending direction of the small pilot tunnel, and each monitoring surface is provided with a plurality of drill holes;
the drilling hole is perpendicular to the axial direction of the small pilot hole.
According to the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, a plurality of monitoring surfaces are uniformly arranged in the extending direction of the small pilot tunnel.
In the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, a plurality of drilling holes are arranged on the monitoring surface, and the interval angles of any two adjacent drilling holes are the same; and the included angle between each drilling hole and the horizontal direction is greater than or equal to zero.
In the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, in the same monitoring plane, the interval angle range of any two adjacent drilling holes is 20-60 degrees, and the interval angle between the adjacent drilling holes is positively correlated with the lithology of the surrounding rock of the tunnel.
According to the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, the drilled holes continuously extend to the surrounding rock outside the tunnel boundary after penetrating through the designed tunnel boundary, the depth D of the drilled holes penetrating into the surrounding rock of the tunnel beyond the tunnel boundary is in the range of 0.3-L-1L, L is the maximum width of the cross section of the tunnel, and the depth of the drilled holes penetrating into the surrounding rock of the tunnel is in negative correlation with the lithology of the surrounding rock of the tunnel.
As mentioned above, the method for advanced measurement of instantaneous deformation of surrounding rock of the large-span tunnel preferably, S4 specifically includes:
s41, testing the sensor before installation to ensure that the equipment operates normally;
s42, arranging a sensor in the drill hole in time;
s43, fixing the arranged sensors to ensure stable operation and position determination of the sensors;
s44, testing the fixed sensor again to ensure that the later monitoring data are accurate.
According to the advanced measurement method for the instantaneous deformation of the surrounding rock of the large-span tunnel, preferably, the sensor is required to be arranged between the outside of the boundary of the tunnel in the drilling hole and the bottom of the drilling hole;
the sensor is a multi-point displacement meter, and the multi-point displacement meter comprises a plurality of displacement sensors which are arranged in parallel.
As mentioned above, the method for advanced measurement of instantaneous deformation of surrounding rock of the large-span tunnel preferably, S5 specifically includes:
s51, tunnel excavation is carried out according to the tunnel excavation design steps;
s52, monitoring data of the sensor are acquired;
s53, analyzing the instantaneous deformation rule of the surrounding rock of the tunnel according to the monitoring data;
s54, dynamically adjusting and optimizing the primary support and the later monitoring measures of the tunnel according to the deformation rule.
In the advanced measurement method for the transient deformation of the surrounding rock of the large-span tunnel, preferably, the excavation position of the small pilot tunnel is the central area of the cross section of the tunnel.
The beneficial effects are that:
according to the advanced measurement method for the instantaneous deformation of the large-span tunnel surrounding rock, when the full-section excavation of the tunnel is completed, the instantaneous deformation rule and the instantaneous energy release characteristic of the tunnel surrounding rock can be mastered more accurately, and scientific basis can be provided for the support design in the later period of the tunnel and the dynamic optimization of the monitoring scheme.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute an undue limitation to the application. Wherein:
FIG. 1 is an overall schematic diagram of an advanced measurement method according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of the position of a small pilot tunnel according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a borehole of an advanced measurement method according to an embodiment of the present invention;
fig. 4 is a schematic diagram of a multipoint displacement meter according to an embodiment of the present invention.
Reference numerals illustrate:
1-small pilot tunnel, 2-tunnel, 3-tunnel boundary, 4-borehole, 5-sensor.
Detailed Description
The present application will be described in detail below with reference to the accompanying drawings in conjunction with embodiments. Various examples are provided by way of explanation of the present application and not limitation of the present application. Indeed, it will be apparent to those skilled in the art that modifications and variations can be made in the present application without departing from the scope or spirit of the application. For example, features illustrated or described as part of one embodiment can be used on another embodiment to yield still a further embodiment. Accordingly, it is intended that the present application include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
In the description of the present application, the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," and the like indicate orientations or positional relationships based on the orientation or positional relationships shown in the drawings, merely for convenience in describing the present application and do not require that the present application must be constructed and operated in a particular orientation, and thus are not to be construed as limiting the present application. The terms "coupled," "connected," and "configured" as used herein are to be interpreted broadly, and may be, for example, fixedly connected or detachably connected; can be directly connected or indirectly connected through an intermediate component; either a wired electrical connection, a radio connection or a wireless communication signal connection, the specific meaning of which terms will be understood by those of ordinary skill in the art as the case may be.
According to a specific embodiment of the invention, as shown in fig. 1-4, the invention relates to an advanced measurement method for instantaneous deformation of surrounding rock of a large-span tunnel, which specifically comprises the following steps:
s1, determining the excavation position of the small pilot tunnel 1 in the cross section area of the tunnel 2 according to the structural size of the tunnel 2. In this embodiment, the excavation position of the small pilot tunnel 1 is determined as the central area of the cross section of the tunnel 2. In order to ensure the consistency of system influence caused by construction of the small pilot tunnel 1 on surrounding rock deformation monitoring data, the follow-up analysis of the monitoring data is convenient, and meanwhile, the follow-up construction of the drilling 4 is also convenient. The small pilot tunnel 1 of this application size satisfy drilling 4 demand can, that is small pilot tunnel 1 size promptly, can effectively reduce the influence that excavation work caused to tunnel country rock, ensures monitor data's accuracy, also can release partial ground stress in advance simultaneously, reduces the convergence deformation in country rock later stage, guarantees construction safety.
S2, determining the excavation position of the small pilot tunnel 1 in the last step, and excavating along the extending direction of the tunnel 2 so as to excavate the small pilot tunnel 1; the construction path of the small pilot tunnel 1 is the same as the excavation path of the tunnel 2, so that the excavation of the small pilot tunnel 1 not only provides a foundation for installing the sensor 5, but also the small pilot tunnel 1 with the smallest size can not cause larger disturbance influence on surrounding rocks of the tunnel, and the small pilot tunnel 1 can also play a role in pressure relief, thereby providing a better excavation foundation for the subsequent tunnel.
S3, drilling holes 4 are formed in the small pilot tunnel 1, and the depth of the drilling holes 4 is required to exceed the design boundary of the tunnel 2.
Specifically, in step S3, a plurality of monitoring surfaces are disposed in the extending direction of the small pilot tunnel 1, and each monitoring surface is provided with a plurality of drill holes 4; the method is used for reducing the damage to the stability of the surrounding rock of the tunnel while ensuring the whole-process monitoring of the tunnel 2; the drill hole 4 is perpendicular to the axial direction of the small pilot hole 1. That is, the drilling holes 4 are positioned on the radial surface of the small pilot tunnel 1 so as to ensure that the surrounding rock state data monitored by the sensor 5 is matched with the real-time excavation position of the subsequent tunnel 2, thereby facilitating arrangement and analysis.
A plurality of monitoring surfaces are arranged in the extending direction of the small pilot tunnel 1, and each monitoring surface is provided with a plurality of drilling holes 4; the drill hole 4 is perpendicular to the axial direction of the small pilot hole 1. The dense arrangement of the drilling holes 4 can realize the integrity of coverage to the greatest extent, but the field workload is greatly increased, the manufacturing cost is increased along with the increase of the field workload, and meanwhile, the surrounding rock is disturbed severely by a large amount of construction of the drilling holes 4, so that the accuracy of monitoring data is affected; in the process of excavating the tunnel 2, the surrounding rock state can be monitored in real time through the sensor 5 buried in advance in the small pilot tunnel 1, so that the monitoring data is matched with the actual excavation progress for facilitating the subsequent data arrangement and analysis.
The plurality of monitoring surfaces are uniformly arranged in the extending direction of the small pilot tunnel 1. The monitoring surfaces are uniformly arranged at certain intervals along the extending direction of the small pilot tunnel 1, and the monitoring benefit is maximized through reasonable layout.
A plurality of drilling holes 4 are arranged on the monitoring surface, and the interval angles of any two adjacent drilling holes 4 are the same; the included angle between each drilling hole 4 and the horizontal direction is larger than or equal to zero. In the embodiment, the drilling holes 4 in each monitoring surface are arranged at the middle upper part of the small pilot tunnel 1, and the drilling holes 4 are not arranged at the lower part and the bottom of the small pilot tunnel 1; in other embodiments, the drill holes 4 may be provided at the lower and bottom portions of the small pilot tunnel 1.
In the same monitoring plane, the interval angle range of any two adjacent drilling holes 4 is 20-60 degrees, and the interval angle between the adjacent drilling holes 4 is positively correlated with the lithology of the surrounding rock of the tunnel.
The interval angle of the drilling holes 4 is influenced by the lithology of surrounding rocks of the tunnel; when the lithology of the surrounding rock of the tunnel is good, the rock stratum is stable, the ground stress distribution is uniform, and the maximum angle interval of the drilling holes 4 can be 60 degrees for accelerating the construction progress; when the tunnel surrounding rock lithology is poor, the rock stratum stability is poor, the ground stress is unevenly distributed, the number of the drilling holes 4 is increased for important monitoring in order to ensure the construction safety, the angle interval of the drilling holes 4 can be properly smaller, but the minimum angle interval cannot be lower than 20 degrees in order to avoid overlarge disturbance.
The drill hole 4 continues to extend towards surrounding rocks outside the tunnel boundary 3 after passing through the designed tunnel boundary 3, the depth D of the drill hole 4, which extends beyond the tunnel boundary 3 and is deeper into the tunnel surrounding rocks, ranges from 0.3L L to 1L, L is the maximum width of the cross section of the tunnel 2, and the depth of the drill hole 4, which extends into the tunnel surrounding rocks, is inversely related to the lithology of the tunnel surrounding rocks.
Because the deformation monitoring object is surrounding rock outside the tunnel boundary 3, the depth of the drilling hole 4 needs to exceed the tunnel boundary 3 and penetrate into the surrounding rock, the depth of the drilling hole 4 penetrating into the surrounding rock of the tunnel is influenced by the maximum width of the cross section of the tunnel 2 and the lithology of the surrounding rock, and the depth D of the drilling hole penetrating into the surrounding rock of the tunnel is in the range of 0.3L-1L, wherein L is the maximum width of the cross section of the tunnel 2; when the tunnel surrounding rock lithology is good, the length exceeding the tunnel surrounding rock boundary can be set to be 0.3L, and when the tunnel surrounding rock lithology is poor, the length exceeding the tunnel surrounding rock boundary can be lengthened, but the deepest length does not exceed L.
And S4, installing a sensor 5 in the drill hole 4, wherein the sensor 5 is used for monitoring data of displacement of the surrounding rock.
Specifically, step S4 specifically includes:
step S41, testing the sensor 5 before installation to ensure that the equipment operates normally;
step S42, arranging the sensor 5 in the drill hole 4 in time;
step S43, fixing the arranged sensor 5 to ensure stable operation and position determination;
and step S44, testing the fixed sensor 5 again to ensure that the later monitoring data are accurate.
The sensor 5 is required to be arranged in the borehole 4 from outside the tunnel boundary 3 to the bottom of the borehole 4; the sensor 5 is a multi-point displacement meter, and the multi-point displacement meter comprises a plurality of displacement sensors 5 which are arranged in parallel.
The multi-point displacement meter is arranged behind the drilling 4, in order to avoid the drop of multi-point displacement meter, guarantee that monitoring data is accurate, use the slip casting method to fix, simultaneously in order to guarantee that follow-up monitoring work goes on smoothly, reduce as far as possible and tear open and trade, test before the installation at first, guarantee that equipment operation is normal, secondly after fixed the completion, in order to eliminate the influence that causes in the installation, need test the instrument again, ensure that later stage monitoring data is accurate.
In order to avoid damage and influence on the multipoint displacement meter when the tunnel 2 is excavated, the multipoint displacement meter needs to be arranged in surrounding rock outside the tunnel boundary 3, and the multipoint displacement meter cannot be positioned in the tunnel boundary 3 so as to avoid damage to the multipoint displacement meter when the tunnel 2 is excavated; in the process of excavating the tunnel 2, the deformation rule of surrounding rock is timely acquired, especially when the tunnel surrounding rock is excavated to the boundary of the tunnel surrounding rock, the instantaneous deformation rule of the tunnel surrounding rock can be timely acquired, scientific reference is provided for the construction and design change of the tunnel 2 in the later period, and the safety and stability of the tunnel 2 engineering are ensured.
S5, excavating the tunnel 2, and simultaneously acquiring monitoring data of the sensor 5.
Specifically, step S5 specifically includes:
s51, excavating the tunnel 2 according to the tunnel 2 excavation design step;
step S52, monitoring data of the sensor 5 are acquired;
s53, analyzing the instantaneous deformation rule of the surrounding rock of the tunnel according to the monitoring data;
and S54, dynamically adjusting and optimizing the primary support and the later monitoring measures of the tunnel 2 according to the deformation rule.
In the process of monitoring the deformation of the tunnel 2, surrounding rock state information can be timely and accurately collected, the effectiveness of the scheme design of primary support and secondary lining of the tunnel 2 is decisive, before the tunnel 2 is excavated, the drill holes 4 are arranged through the small pilot tunnel 1, the sensors 5 are buried, and real-time monitoring of surrounding rock state data can be achieved.
In summary, in the technical scheme of the method for measuring the instantaneous deformation of the large-span tunnel, the instantaneous deformation rule and the instantaneous energy release characteristic of surrounding rock of the tunnel after the full-section excavation of the tunnel is completed can be mastered more accurately; and scientific basis can be provided for the support design in the later period of the tunnel and the dynamic optimization of the monitoring scheme. In the measuring method, the construction of the small pilot tunnel avoids disturbance and influence on surrounding rock of the tunnel, and the accuracy of monitoring data of the multipoint displacement meter can be ensured; the multipoint displacement meter is arranged inside the surrounding rock of the tunnel, so that the deformation rule of the surrounding rock in the tunnel excavation process can be timely acquired while the influence of tunnel excavation is avoided, and particularly, the instantaneous deformation rule of the surrounding rock of the tunnel can be timely acquired when the surrounding rock of the tunnel is excavated to the boundary of the surrounding rock of the tunnel, thereby providing scientific reference for later tunnel construction and design change and ensuring the safety and stability of tunnel engineering.
The foregoing description is only of the preferred embodiments of the present application and is not intended to limit the same, but rather, various modifications and variations may be made by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application.
Claims (2)
1. An advanced measurement method for instantaneous deformation of surrounding rock of a large-span tunnel is characterized by comprising the following steps:
s1, determining the excavation position of a small pilot tunnel in a cross section area of a tunnel according to the structure size of the tunnel;
s2, determining the excavation position of the small pilot tunnel in the last step, and excavating along the extending direction of the tunnel so as to excavate the small pilot tunnel;
s3, drilling holes in the small pilot tunnel, wherein the depth of the drilling holes exceeds the design boundary of the tunnel;
s4, installing a sensor in the drill hole, wherein the sensor is used for monitoring data of displacement of surrounding rock;
s5, excavating a tunnel, and simultaneously acquiring sensor monitoring data;
the drill hole continuously extends to surrounding rocks outside the tunnel boundary after passing through the designed tunnel boundary, the depth D of the drill hole exceeding the tunnel boundary and penetrating into the surrounding rocks of the tunnel ranges from 0.3L to 1L, and the L is the maximum width of the cross section of the tunnel;
in the step S3, a plurality of monitoring surfaces are arranged in the extending direction of the small pilot tunnel, and each monitoring surface is provided with a plurality of drilling holes;
the drill holes are perpendicular to the axial direction of the small pilot tunnel, the plurality of monitoring surfaces are uniformly arranged in the extending direction of the small pilot tunnel, the plurality of drill holes are arranged on the monitoring surfaces, and the interval angles of any two adjacent drill holes are the same; the included angle between each drilling hole and the horizontal direction is larger than or equal to zero, and the interval angle range of any two adjacent drilling holes is 20-60 degrees in the same monitoring plane;
the sensor is required to be arranged between the outside of the boundary of the tunnel in the drilling hole and the bottom of the drilling hole;
the sensor is a multi-point displacement meter, and the multi-point displacement meter comprises a plurality of displacement sensors which are arranged in parallel;
the step S5 specifically comprises the following steps:
s51, tunnel excavation is carried out according to the tunnel excavation design steps;
s52, monitoring data of the sensor are acquired;
s53, analyzing the instantaneous deformation rule of the surrounding rock of the tunnel according to the monitoring data;
s54, dynamically adjusting and optimizing the primary support and the later monitoring measures of the tunnel according to the deformation rule.
2. The advanced measurement method for transient deformation of surrounding rock of a large-span tunnel according to claim 1, wherein S4 specifically comprises:
s41, testing the sensor before installation to ensure that the equipment operates normally;
s42, arranging a sensor in the drill hole in time;
s43, fixing the arranged sensors to ensure stable operation and position determination of the sensors;
s44, testing the fixed sensor again to ensure that the later monitoring data are accurate.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211560347.2A CN115560723B (en) | 2022-12-07 | 2022-12-07 | Advanced measurement method for instantaneous deformation of surrounding rock of large-span tunnel |
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| CN202211560347.2A CN115560723B (en) | 2022-12-07 | 2022-12-07 | Advanced measurement method for instantaneous deformation of surrounding rock of large-span tunnel |
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| CN115560723B true CN115560723B (en) | 2023-07-25 |
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| KR100676914B1 (en) * | 2006-06-13 | 2007-02-01 | 주식회사 무진네오테크 | Excavating method of tunnel with slight vibration |
| CN102539652B (en) * | 2012-01-05 | 2015-01-28 | 浙江中科依泰斯卡岩石工程研发有限公司 | Method for monitoring response systematicness of excavation of adjacent rock of deep buried tunnel |
| CN103940394B (en) * | 2014-05-05 | 2016-07-13 | 中国矿业大学 | The monitoring system and method for tunneltron canopy construction method excavation simulation device |
| CN107588750A (en) * | 2017-07-10 | 2018-01-16 | 中铁二院工程集团有限责任公司 | A kind of method suitable for deep tunnel face country rock overall process deformation monitoring |
| CN109630135B (en) * | 2019-01-16 | 2021-05-25 | 交通运输部公路科学研究所 | Tunnel construction method for system support |
| CN210264727U (en) * | 2019-08-12 | 2020-04-07 | 中铁二院工程集团有限责任公司 | Pressure relief pilot tunnel capable of preventing deformation of tunnel bottom |
| CN111504252B (en) * | 2020-04-23 | 2021-07-02 | 长江水利委员会长江科学院 | Method for predicting and forecasting expansive surrounding rock deformation of long-distance tunnel in advance |
| CN112228132A (en) * | 2020-09-17 | 2021-01-15 | 中国矿业大学(北京) | Flexible isolation structure of cross-section tunnel and rock mass large deformation control method |
| CN215810790U8 (en) * | 2021-07-27 | 2022-04-12 | 长江勘测规划设计研究有限责任公司 | Automatic monitoring system for absolute deformation of tunnel section |
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