CN113984356A - Tunnel arch stability evaluation method and system - Google Patents
Tunnel arch stability evaluation method and system Download PDFInfo
- Publication number
- CN113984356A CN113984356A CN202111205535.9A CN202111205535A CN113984356A CN 113984356 A CN113984356 A CN 113984356A CN 202111205535 A CN202111205535 A CN 202111205535A CN 113984356 A CN113984356 A CN 113984356A
- Authority
- CN
- China
- Prior art keywords
- arch
- tunnel
- monitoring point
- plane
- frame
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000011156 evaluation Methods 0.000 title claims description 23
- 238000012544 monitoring process Methods 0.000 claims abstract description 269
- 238000006073 displacement reaction Methods 0.000 claims abstract description 89
- 230000008859 change Effects 0.000 claims abstract description 85
- 238000000034 method Methods 0.000 claims abstract description 14
- 238000012360 testing method Methods 0.000 claims description 36
- 238000004364 calculation method Methods 0.000 claims description 18
- 230000000087 stabilizing effect Effects 0.000 claims description 9
- 230000006835 compression Effects 0.000 claims description 4
- 238000007906 compression Methods 0.000 claims description 4
- 230000004044 response Effects 0.000 claims description 2
- 239000013307 optical fiber Substances 0.000 claims 1
- 238000004458 analytical method Methods 0.000 description 5
- 210000001624 hip Anatomy 0.000 description 5
- 238000005259 measurement Methods 0.000 description 5
- 239000003245 coal Substances 0.000 description 4
- 238000012986 modification Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000005065 mining Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000011158 quantitative evaluation Methods 0.000 description 2
- 238000013097 stability assessment Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000019771 cognition Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 239000002436 steel type Substances 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M13/00—Testing of machine parts
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
- G01L5/0047—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes measuring forces due to residual stresses
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The application provides a method and a system for evaluating stability of a tunnel arch, comprising the following steps: determining an inner arch monitoring point and an outer arch monitoring point; calculating the stress change rate in the arch center plane according to the radial stress and the ground stress in the arch center plane; calculating the displacement change rate in the arch center plane according to the radial displacement in the arch center plane and the roadway span; calculating the stress change rate outside the plane of the arch according to the axial stress and the yield strength outside the plane of the arch; calculating the displacement change rate outside the plane of the arch frame according to the axial displacement outside the plane of the arch frame and the row pitch of the arch frame; calculating the in-plane stable rigidity according to the stress change rate and the displacement change rate in the arch center plane; calculating out-of-plane stable rigidity according to the out-of-plane stress change rate and the displacement change rate of the arch frame; calculating the total stable stiffness according to the in-plane stable stiffness and the preset distribution weight thereof, and the corresponding out-of-plane stable stiffness and the preset distribution weight thereof; and determining the stable rigidity of the arch frame according to the total stable rigidity and the preset distribution weight thereof.
Description
Technical Field
The application relates to the technical field of coal mine support, in particular to a method and a system for evaluating stability of a tunnel arch.
Background
With the increasing of the coal mining depth and strength, particularly after the coal mining depth and the strength reach the deep kilometer level, the anchor net-jet supporting technology is difficult to form a stable and effective bearing structure, and the supporting with the arch frame as the core is a high-strength supporting system commonly used in the deep tunnel of the coal mine at present, but the arch frame is easy to bend and break in the using process, which indicates that the instability damage of the arch frame is a combined instability form inside and outside a plane. But at present, aiming at the field use condition of the arch centering, the in-plane stress monitoring is mainly focused, so that the analysis on the integral stability of the arch centering is insufficient.
At present, a plurality of measuring points are mainly selected for an on-site monitoring arch frame, radial stress is monitored by a pressure gauge, displacement measurement is assisted, and monitoring along the axial direction of a roadway, namely outside the plane of the arch frame, is not involved, so that the stress and deformation of the arch frame are lack of comprehensive cognition, and the stability of the arch frame cannot be effectively evaluated.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The present application is directed to a method and system for evaluating stability of a tunnel arch, so as to solve or alleviate the above problems in the prior art.
In order to achieve the above purpose, the present application provides the following technical solutions:
the present application providesA method for evaluating stability of a tunnel arch frame comprises the following steps: s101, determining a plurality of arch inner monitoring points and a plurality of arch outer monitoring points of the key parts of the tunnel arch; the plurality of inner arch monitoring points correspond to the plurality of outer arch monitoring points one by one; s102, according to the measured radial stress F in the tunnel arch plane at each monitoring point in the archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1i(ii) a And measuring the radial displacement S in the plane of the tunnel arch at each monitoring point in the arch according to the measured radial displacement SiAnd the roadway span D is used for calculating the displacement change rate eta in the roadway arch frame plane at each monitoring point in the arch frame2i(ii) a And according to the axial stress T outside the plane of the tunnel arch at each monitoring point outside the archiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3i(ii) a And measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row spacing R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at each monitoring point outside the arch frame4i(ii) a Wherein i is 1,2 … n; n is a positive integer and represents the number of the key parts on the tunnel arch; s103, according to the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at each monitoring point in the archInner i(ii) a And according to the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i(ii) a Step S104, according to the in-plane stable rigidity K at each monitoring point in the arch frameInner iAnd its preset assigned weight alphaInner iAnd, the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K of each corresponding inner monitoring point and outer monitoring point of the arch framei(ii) a S105, according to the total stable rigidity K of the tunnel arch at each corresponding inner arch monitoring point and outer arch monitoring pointiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein the arch stabilizing stiffness K characterizes the stability of the tunnel arch.
Preferably, in step S101, the determining a plurality of inner arch monitoring points and a plurality of outer arch monitoring points of the key portion of the tunnel arch includes: and correspondingly arranging the arch inner monitoring points and the arch outer monitoring points on the left arch leg, the right arch leg, the left arch waist, the right arch shoulder and the arch crown of the tunnel arch along the clockwise direction.
Preferably, in step S102, at each out-of-arch monitoring point, the selected test arch of the roadway is connected to the front and rear arch portions of the roadway arch through the connection measuring member, so as to obtain the axial displacement L at each out-of-arch monitoring pointi(ii) a Wherein the test arch is located between the front and rear arch parts of the tunnel arch.
Preferably, the connection measuring member includes: a spring and a retractable scale; the telescopic graduated scale is provided with a main graduated scale and an auxiliary graduated scale which can slide relatively, and the main graduated scale and the auxiliary graduated scale can move relatively along with the extension and retraction of the spring and are used for measuring the extension and retraction stroke of the spring; correspondingly, the axial displacement LiIs the sum of the displacement in tension and compression of the spring at the junction of the test arch and the adjacent front and rear arch portions.
Preferably, in step S102, strain gauges are arranged at positions on the inner side surface of the test arch corresponding to the outer monitoring point of the arch along the axial direction of the tunnel where the tunnel arch is located, so as to obtain the axial stress T at the outer monitoring point of the archi。
Preferably, in step S104, the roadway arch plane is determined according to each in-arch monitoring pointInner radial displacement SiDetermining the in-plane stable stiffness K corresponding to the in-arch monitoring pointInner iIs assigned a weight alphaInner i(ii) a Or according to the radial stress F in the tunnel arch plane at each monitoring point in the archiDetermining the in-plane stable stiffness K corresponding to the in-arch monitoring pointInner iIs assigned a weight alphaInner i。
Preferably, in step S105, the radial force F of the roadway at each monitoring point in the arch is determined according to the radial force FiAnd corresponding axial stress T at the outer monitoring point of the archiDetermining the total stable rigidity K of the tunnel arch at the corresponding inner monitoring point and the outer monitoring point of the archiIs assigned a weight betai。
Preferably, after step S105, the method for evaluating stability of a tunnel arch further includes: step S106, according to the stable rigidity K of the arch and the preset standard rigidity K of the arch0Adjusting the tunnel arch to ensure that the stable rigidity K of the arch is not more than the standard rigidity K of the arch0。
Preferably, in step S106, the arch stabilizing stiffness K is responded to be less than a preset arch standard stiffness K0Reinforcing or replacing a plurality of monitoring point corresponding positions of the tunnel arch until the stable rigidity K of the arch is not more than the standard rigidity K of the arch0。
The embodiment of the present application further provides a tunnel bow member stability evaluation system, include: the monitoring point determining unit is configured to determine a plurality of inner arch monitoring points and a plurality of outer arch monitoring points of the tunnel arch; the plurality of inner arch monitoring points correspond to the plurality of outer arch monitoring points one by one; a change rate calculation unit configured to: according to the measured radial stress F in the tunnel arch plane at each monitoring point in the archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1i(ii) a And, based on each of said measured monitoring points in said archIs subjected to radial displacement S in the plane of the tunnel arch frameiAnd the roadway span D is used for calculating the displacement change rate eta in the roadway arch frame plane at each monitoring point in the arch frame2i(ii) a And according to the axial stress T outside the plane of the tunnel arch at each monitoring point outside the archiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3i(ii) a And measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row spacing R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at each monitoring point outside the arch frame4i(ii) a A first rigidity calculation unit configured to calculate a first rigidity according to a stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at each monitoring point in the archInner i(ii) a And according to the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i(ii) a A second stiffness calculation unit configured to calculate the in-plane stable stiffness K from the in-plane stable stiffness K at each of the in-arch monitoring pointsInner iAnd its preset assigned weight alphaInner iAnd, the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K of each corresponding inner monitoring point and outer monitoring point of the arch framei(ii) a An arch frame rigidity calculation unit configured to calculate a total stable rigidity K of the tunnel arch frame at each of the corresponding inner arch frame monitoring point and the corresponding outer arch frame monitoring pointiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein the arch stabilizing stiffness K characterizes the stability of the tunnel arch.
Compared with the closest prior art, the technical scheme of the embodiment of the application has the following beneficial effects:
in the technical scheme provided by the embodiment of the application, through a plurality of determined arch inner monitoring points and arch outer monitoring points which correspond to one another of the tunnel arches, according to the radial stress F in the tunnel arch plane at each arch inner monitoring pointiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1i(ii) a According to the measured radial displacement S in the tunnel arch plane at each monitoring point in the archiAnd the roadway span D is used for calculating the displacement change rate eta in the roadway arch frame plane at each monitoring point in the arch frame2i(ii) a According to the axial stress T outside the plane of the tunnel arch at each monitoring point outside the archiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3i(ii) a According to the axial displacement L outside the plane of the tunnel arch at each monitoring point outside the archiAnd the arch frame row spacing R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at each monitoring point outside the arch frame4i(ii) a Then, according to the stress change rate eta in the plane of the tunnel arch at each monitoring point1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at each monitoring point in the archInner i(ii) a And according to the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i(ii) a Then, the in-plane stable stiffness K is determined at each monitoring point in the archInner iAnd its preset assigned weight alphaInner iAnd, the out-of-plane stable stiffness K at the corresponding in-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K of each corresponding inner arch monitoring point and outer arch monitoring pointi(ii) a Finally, according to the total stable rigidity K of the tunnel arch at each corresponding inner arch monitoring point and outer arch monitoring pointiAnd its preset assigned weight betaiAnd determining the arch stabilizing rigidity K representing the stability of the tunnel arch. Therefore, the comprehensive quantitative evaluation of the roadway arch is carried out by multiple factors, the monitoring analysis is carried out on the plane of the roadway arch and the plane of the roadway arch along the axial direction of the roadway, and the comprehensive and effective evaluation of the stability of the roadway arch is realized.
Drawings
The accompanying drawings, which 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 are not intended to limit the application. Wherein:
fig. 1 is a schematic flow chart of a roadway arch stability assessment method provided in accordance with some embodiments of the present application;
fig. 2 is a logic diagram of a roadway arch stability assessment method provided in accordance with some embodiments of the present application;
FIG. 3 is a schematic view of an arrangement of monitoring points within an arch according to some embodiments of the present application;
FIG. 4 is a schematic view of an arrangement of extraarch monitoring points provided in accordance with some embodiments of the present application;
FIG. 5 is a schematic structural view of a connection measurement member according to some embodiments of the present application;
FIG. 6 is a schematic structural view of another attachment measurement member provided in accordance with some embodiments of the present application;
fig. 7 is a schematic structural diagram of a roadway arch stability evaluation system according to some embodiments of the present application.
Description of reference numerals:
301-pressure gauge; 401-test arch; 402-a front arch portion; 403-rear arch part; 404-connecting the measuring member;
414-fixed end; 424-scalable scale; 434-spring; 444-welding points; 424A-main scale; 424B-secondary scale.
Detailed Description
The present application will be described in detail below with reference to the embodiments with reference to the attached drawings. The various examples are provided by way of explanation of the application and are not limiting of the application. In fact, 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 instance, features illustrated or described as part of one embodiment, can be used with another embodiment to yield a still further embodiment. It is therefore intended that the present application cover the modifications and variations of this invention provided they come within the scope of the appended claims and their equivalents.
In the description of the present application, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description of the present application but do not require that the present application must be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present application. The terms "connected," "connected," and "disposed" as used herein are intended to be broadly construed, and may include, for example, fixed and removable connections; can be directly connected or indirectly connected through intermediate components; the connection may be a wired electrical connection, a wireless electrical connection, or a wireless communication signal connection, and a person skilled in the art can understand the specific meaning of the above terms according to specific situations.
As shown in fig. 1 to 4, the method for evaluating the stability of the tunnel arch comprises the following steps:
s101, determining a plurality of arch inner monitoring points and a plurality of arch outer monitoring points of key positions of a tunnel arch; the plurality of inner arch monitoring points correspond to the plurality of outer arch monitoring points one by one;
in the embodiment of the application, a plurality of key positions are selected on the tunnel arch as monitoring points of the tunnel arch, and particularly, the key positions which are stressed greatly and are easy to damage on the tunnel arch are selected through calculation simulation, and in the face of the tunnel arch, a plurality of pairs of monitoring points are respectively arranged on the left arch leg, the right arch waist, the left arch shoulder and the arch crown of the tunnel arch along the clockwise direction, namely 7 pairs of monitoring points are arranged on 7 key positions on the tunnel arch. Each pair of monitoring points respectively comprises an outer arch monitoring point and an inner arch monitoring point, and the inner arch monitoring point and the outer arch monitoring point in each pair of monitoring points are correspondingly arranged on key positions. Through the monitoring to controlling the arch leg, controlling the hunch waist, controlling the stability of hunch shoulder and vault, realize the comprehensive cover to the monitoring of tunnel bow member, it is more accurate effective to the monitoring of tunnel bow member stability, improves the accuracy of tunnel bow member stability monitoring.
S102, according to the measured radial stress F in the tunnel arch plane at the monitoring point in each archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at the monitoring point in each arch1i(ii) a And according to the measured radial displacement S in the tunnel arch plane at the monitoring point in each archiAnd the roadway span D, calculating the displacement change rate eta in the roadway arch frame plane at the monitoring point in each arch frame2i(ii) a And, based on measuring the out-of-plane axial stress T of the roadway arch at each out-of-arch monitoring pointiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at the monitoring point outside each arch3i(ii) a And, measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row distance R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at the monitoring point outside each arch frame4iWherein i is 1,2 … n; and n is a positive integer and represents the number of key parts on the tunnel arch.
In the embodiment of the application, in order to more accurately and effectively monitor the stress strain of the tunnel arch and further improve the accuracy of stability analysis of the tunnel arch, the tunnel arch is divided into a test arch 401, a front arch part 402 and a rear arch part 403, wherein the test arch 401 is located between the front arch part 402 and the rear arch part 403. Monitoring points are respectively and correspondingly arranged on left and right arch legs, left and right arch waists, left and right arch shoulders and arches of the testing arch 401, the front arch part 402 and the rear arch part 403, the testing arch 401 is connected with the front arch part 402 and the rear arch part 403 through connecting pieces, wherein,the connecting piece is arranged at the monitoring point outside the arch frame. Specifically, at each monitoring point outside the arch, the test arch 401 of the selected tunnel is connected to the front and rear arch parts 403 of the tunnel arch through the connection measuring member 404, so as to obtain the axial displacement L at each monitoring point outside the archi。
In the embodiment of the application, the connecting pieces of the test arch 401, the front arch part 402 and the rear arch part 403 and the measuring pieces of the axial displacement are unified into the connecting measuring piece 404, so that the connecting pieces and the measuring pieces are prevented from being arranged on the test arch 401, the front arch part 402 and the rear arch part 403 respectively, the effective connection of the test arch 401, the front arch part 402 and the rear arch part 403 is realized, and the axial displacement L at the outer monitoring point of the arch is realizediThe effective monitoring of the tunnel arch avoids the structure overstaffed caused by simultaneously arranging the connecting piece and the measuring piece on the tunnel arch frame, and simultaneously avoids the axial displacement L of the connecting piece in structure, rigidity, stability and the likeiInfluence of monitoring, so that the axial displacement LiThe monitoring is more accurate, and the evaluation precision of the stability of the tunnel arch is further improved.
In a specific example, the connection measurement unit includes: springs 434 and retractable scale 424; the telescopic scale 424 is provided with a main scale 424A and an auxiliary scale 424B which can slide relatively, and the main scale 424A and the auxiliary scale 424B can move relatively along with the extension and retraction of the spring 434, so as to measure the extension and retraction stroke of the spring 434; corresponding, axial displacement LiIs the sum of the displacement in tension and compression of the spring 434 where the test arch 401 joins the adjacent front and rear arch portions 403.
In the embodiment of the present application, the front and rear surfaces (the surfaces respectively opposite to the front arch portion 402 and the rear arch portion 403) of the testing arch 401 are correspondingly provided with out-of-arch monitoring points (i.e. the front and rear surfaces of the testing arch 401 are respectively provided with 7 monitoring points), the surfaces of the front arch portion 402 and the rear arch portion 403 opposite to the testing arch 401 are correspondingly provided with monitoring points, one end of the connection measuring piece 404 is connected with the out-of-arch monitoring point of the testing arch 401, and the other end is connected with the out-of-arch monitoring point corresponding to the front arch portion 402 (or the rear arch portion 403)At the monitoring point, the connection of the test arch 401 with the front arch part 402 and the rear arch part 403 and the axial displacement L are realizediMonitoring of (3).
In the embodiment of the present application, the two ends of the connecting measuring member 404 are fixed ends 414, and the two fixed ends 414 are fixedly connected to the testing arch 401 and the front arch portion 402 (or the rear arch portion 403), respectively, for example, a welding point 444 is provided at the middle of the fixed ends 414 to be welded to the testing arch 401 and the front arch portion 402 (or the rear arch portion 403). An elastic connecting piece (such as a spring 434) is arranged between the two fixed ends 414, the elastic connecting piece can generate displacement along the axial direction (parallel to the axial direction of the roadway) of the elastic connecting piece along with the deformation of the test arch 401 and the front arch part 402 (or the rear arch part 403), and the axial displacement L of the monitoring point outside the arch can be realized by measuring the displacement of the elastic connecting pieceiThe effective monitoring of.
Further, the displacement change of the elastic connection member is monitored by the retractable scale 424. Specifically, the retractable scale 424 includes: main scale 424A and vice scale 424B, can follow elastic connection spare's axial relative movement between main scale 424A and the vice scale 424B, all be equipped with fixed scale on main scale 424A and vice scale 424B, can confirm elastic connection spare along axial deformation displacement through the reading of fixed scale. Specifically, the main scale 424A and the auxiliary scale 424B are of a sleeve structure, the auxiliary scale 424B is sleeved in the main scale 424A, and fixed scales are arranged on outer side walls of the main scale 424A and the auxiliary scale 424B.
In one embodiment, the retractable scale 424 and the flexible connector may be juxtaposed between the two fixed ends 414. As shown in fig. 5, in particular, a first fixing groove and a second fixing groove are arranged on the fixing end 414, an end of the elastic connecting piece is fixedly installed in the first fixing groove, and an end of the retractable scale 424 is fixedly installed in the second fixing groove; preferably, the first fixing groove is located at the middle of the fixing end 414.
In another specific example, the retractable scale 424 is sleeved with a resilient connector, as shown in fig. 6. That is, the elastic connecting member is sleeved in the cavity along the axial direction of the retractable scale 424, and at the same time, the two ends are respectively fixed on the two fixing ends 414. Preferably, a stepped groove is formed on the end surface of the fixed end 414, and the end of the retractable scale 424 and the end of the elastic connecting piece are both located in the stepped groove; further, the end of the elastic connection member is located at the bottom of the stepped groove, and the end of the retractable scale 424 is located on the step of the stepped groove.
In the embodiment of the present application, the area of the inner side of the test arch 401 is larger relative to the area of the axial side, and the axial stress T outside the plane of the tunnel arch at the point of acquiring the monitoring point outside the arch is obtainediDuring the process, strain gauges are arranged on the inner side surface of the test arch 401 and at the position corresponding to the outer monitoring point of the arch along the axial direction of the tunnel where the tunnel arch is located, so that the axial stress T at the outer monitoring point of the arch is obtainedi. Therefore, by pasting the strain gauge on the inner side surface of the test arch 401, the pasting position of the strain gauge is easier to keep consistent with the position of the monitoring point, the influence of the difference between the pasting position of the strain gauge and the monitoring point on the measurement accuracy is eliminated, the monitoring precision of stress and strain is further improved, and the evaluation precision of the stability of the tunnel arch is improved.
In the embodiment of the application, the ground stress P of the tunnel is obtained through a ground stress test, the tunnel span D and the arch frame row spacing R are obtained through the initial design of the tunnel, and the yield strength Q of the tunnel arch frame is determined according to the steel type of the tunnel arch frame.
In the embodiment of the application, the radial stress F in the plane of the tunnel arch frameiMeasured by a pressure gauge 301 arranged radially at a monitoring point in the arch center; radial displacement S in the plane of the tunnel archiMeasuring the tunnel arch frame by a cross convergence method; out-of-plane axial stress T of tunnel archiMeasured by strain gauges arranged on the inner side of the test arch 401; out-of-plane axial displacement L of roadway archiBy testing the displacement of the springs 434 in tension and compression at the junction of the arch 401 and the adjacent front and rear arch portions 403.
Stress change rate eta in tunnel arch plane at monitoring point in any arch1iCalculated according to the formula (1)The formula (1) is as follows:
displacement change rate eta in tunnel arch plane at monitoring point in any arch2iCalculated according to equation (2), equation (2) is as follows:
stress change rate eta outside tunnel arch plane in tunnel arch plane at any monitoring point outside arch3iCalculated according to equation (3), equation (3) is as follows:
rate of change of displacement eta outside the plane of the arch of the roadway in the plane of the arch of the roadway at the monitoring point outside any one of the arches4iCalculated according to equation (4), equation (4) is as follows:
in the embodiment of the application, the monitoring points of the tunnel arch are divided into the outer monitoring points of the arch and the inner monitoring points of the arch, and the stress change rate eta of the inner monitoring points of the arch is calculated by the formulas (1) and (2)1iRate of change of displacement eta2iCalculating the stress change rate eta of the monitoring point outside the arch frame through formulas (3) and (4)3iRate of change of displacement eta4iAnd (6) performing calculation.
S103, according to the stress change rate eta in the plane of the tunnel arch at the monitoring point in each arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at the monitoring point in each archInner i(ii) a And, according to the out-of-plane stress change rate eta of the tunnel arch at each out-of-arch monitoring point3iPosition, positionRate of change of motion eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i。
In the embodiment of the application, the change rate eta of the stress at the monitoring point in the arch is determined according to the stress1iRate of change of displacement eta2iCalculating in-plane stable stiffness K of tunnel archInner iIn particular, the in-plane stable stiffness K of the tunnel arch at the monitored point is determinedInner iCalculated according to equation (5), equation (5) is as follows:
according to the stress change rate eta of the monitoring point outside the arch frame3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K of tunnel arch frameOuter iCalculated according to equation (6), equation (6) is as follows:
step S104, according to the in-plane stable rigidity K of each arch inner monitoring pointInner iAnd its preset assigned weight alphaInner iAnd, an out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K at each corresponding inner arch monitoring point and outer arch monitoring pointi。
In the embodiment of the application, the radial displacement S in the plane of the tunnel arch at each monitoring point in the arch is determinediDetermining the in-plane stable stiffness K at the monitoring point in the corresponding archInner iIs assigned a weight alphaInner i. Specifically, the preset distribution weight α is calculated according to the formula (7)Inner iEquation (7) is as follows:
or, according toRadial stress F in the plane of the tunnel arch at the monitoring point in each archiDetermining the in-plane stable stiffness K at the monitoring point in the corresponding archInner iIs assigned a weight alphaInner i. At this time, the preset distribution weight α is calculated according to the formula (8)Inner iEquation (8) is as follows:
in the embodiment of the application, the axial displacement L out of the plane of the tunnel arch at each monitoring point out of the arch is determined according to the axial displacement L out of the plane of the tunnel archiDetermining the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iIs assigned a weight alphaOuter i. Specifically, the preset distribution weight α is calculated according to the formula (9)Outer iEquation (9) is as follows:
or according to the axial stress T outside the plane of the tunnel arch at each monitoring point outside the archiDetermining the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iIs assigned a weight alphaOuter i. Specifically, the preset distribution weight α is calculated according to the formula (10)Outer iEquation (10) is as follows:
further, the in-plane stable stiffness K is determined at each monitoring point in the archInner iAnd its preset assigned weight alphaInner iAnd, an out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iDetermining the total stable rigidity K of each corresponding arch inner monitoring point and arch outer monitoring point according to the formula (11)iEquation (11) is as follows:
Ki＝αinner iKInner i+αOuter iKOuter i………………………………(11)
Wherein alpha isInner i+αOuter iAnd (1) according to the actual stress strain in and out of the plane of the tunnel arch, performing weighted distribution on the in-plane stable rigidity and the out-of-plane stable rigidity of the tunnel arch, and determining different distribution weights for different tunnel arches, so that the stability evaluation of the tunnel arch is more targeted and conforms to the actual situation of each tunnel.
In this case, it should be noted that the total stable rigidity K at each of the corresponding inner and outer arch monitoring pointsiAnd characterizing the stability of the key parts arranged at the monitoring points inside and outside the pair of arches.
S105, according to the total stable rigidity K of the tunnel arch at each corresponding inner arch monitoring point and outer arch monitoring pointiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein, the steady rigidity K of bow member represents the stability of tunnel bow member.
In particular, according to the axial stress sigma of the tunnel at each monitoring pointhAnd horizontal stress σHDetermining the total stable rigidity K of the tunnel arch at the corresponding monitoring pointiIs assigned a weight betai。
In the embodiment of the application, the total stable rigidity K of the key parts of each pair of monitoring points is determined according to the ratio of the radial stress and the axial stress at each pair of monitoring pointsiIs assigned a weight betai. Namely the total stable rigidity K of key positions at the inner monitoring point and the outer monitoring point of each corresponding archiIs assigned a weight betaiDetermined according to equation (12), equation (12) is as follows:
further, determining the arch stabilizing rigidity K of the roadway arch according to a formula (13), wherein the formula (13) is as follows:
in the embodiments of the present application, n is 7, i is 1,2 … 7;
in this application embodiment, through carrying out the comprehensive quantitative evaluation of multifactor to the tunnel bow member, all monitor the analysis in the tunnel bow member plane and along axial tunnel bow member plane in tunnel, realize the comprehensive effective evaluation to tunnel bow member stability.
Step S106, according to the stable rigidity K of the arch and the preset standard rigidity K of the arch0Adjusting the tunnel arch to make the stable rigidity K of the arch not larger than the standard rigidity K of the arch0。
In particular, in response to the arch stabilizing stiffness K being less than a predetermined arch standard stiffness K0Reinforcing or replacing a plurality of monitoring point corresponding positions of the tunnel arch until the stable rigidity K of the arch is not more than the standard rigidity K of the arch0。
In the embodiment of the present application, the arch standard rigidity K0And determining according to the steel material property of the tunnel arch. Specifically, the standard rigidity K of the arch frame is determined according to the deformation and the stress performance of steel of the tunnel arch frame0。
In the examples of the present application, when K < K0When the stability of the existing tunnel arch is in risk, the key part at the monitoring point on the tunnel arch needs to be replaced or strengthened immediately so as to improve the stability of the tunnel arch; when K is more than or equal to K0And in time, the stability of the current tunnel arch meets the requirement, and the current situation of the tunnel arch is maintained unchanged.
In the embodiment of the application, a representative arch center in the tunnel arch centers is selected as a test arch center 401, stress and displacement monitoring points are distributed at key positions of the tunnel arch centers along the clockwise direction facing the tunnel arch centers, the stress and displacement monitoring points mainly comprise left and right arch legs, left and right arch waists, left and right arch shoulders and arch crown outlets of the tunnel arch centers, the stress change rate and the displacement change rate in the plane of the tunnel arch center are determined by combining the ground stress and the tunnel span of a tunnel, and the in-plane stable rigidity of the tunnel arch center is obtained on the basis; meanwhile, strain gauges are arranged on the inner side surface of the test arch 401 corresponding to monitoring points along the axial direction of the roadway, and the stress of the arch is monitored; connecting the test arch 401 with the front arch part 402 and the rear arch part 403 by adopting a readable spring 434, testing out-of-plane displacement change of the tunnel arch, determining out-of-plane stress change rate and displacement change rate of the tunnel arch by combining yield strength and arch row spacing of the tunnel arch, and obtaining out-of-plane stable rigidity of the tunnel arch on the basis; and finally, establishing stability evaluation of the tunnel arch by using a weight analysis method, and analyzing and evaluating the service condition of the tunnel arch in the tunnel. Therefore, the stability of the tunnel arch is evaluated more comprehensively and effectively through the evaluation of the stability in and out of the plane of the tunnel arch, and the accuracy and precision of the stability evaluation of the tunnel arch are improved.
Fig. 7 is a schematic structural diagram of a roadway arch stability evaluation system provided in accordance with some embodiments of the present application; as shown in fig. 7, the system for evaluating stability of a tunnel arch includes: a monitoring point determination unit 701, a change rate calculation unit 702, a first stiffness calculation unit 703, a second stiffness calculation unit 704, and an arch stiffness calculation unit 705. The monitoring point determining unit 701 is configured to determine a plurality of intra-arch monitoring points and a plurality of extra-arch monitoring points of a tunnel arch; the multiple inner arch monitoring points correspond to the multiple outer arch monitoring points one by one.
The change rate calculation unit 702 is configured to: according to the measured radial stress F in the tunnel arch plane at the monitoring point in each archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at the monitoring point in each arch1i(ii) a And according to the measured radial displacement S in the tunnel arch plane at the monitoring point in each archiAnd the roadway span D, calculating the displacement change rate eta in the roadway arch frame plane at the monitoring point in each arch frame2i(ii) a And, based on measuring the out-of-plane axial stress T of the roadway arch at each out-of-arch monitoring pointiAnd roadwayThe yield strength Q of the arch is calculated, and the stress change rate eta outside the plane of the tunnel arch at the monitoring point outside each arch is calculated3i(ii) a And, measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row distance R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at the monitoring point outside each arch frame4i。
A first stiffness calculation unit 703 configured to calculate a first stiffness from a stress variation rate η in a plane of the tunnel arch at the monitoring point in each arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at the monitoring point in each archInner i(ii) a And, according to the out-of-plane stress change rate eta of the tunnel arch at each out-of-arch monitoring point3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i。
A second stiffness calculation unit 704 configured to calculate an in-plane stable stiffness K from the in-plane stable stiffness K at each in-arch monitoring pointInner iAnd its preset assigned weight alphaInner iAnd, an out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K at each corresponding inner arch monitoring point and outer arch monitoring pointi。
An arch stiffness calculation unit 705 configured to calculate a total stable stiffness K of the tunnel arch at each of the corresponding inner and outer arch monitoring pointsiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein, the steady rigidity K of bow member represents the stability of tunnel bow member.
The tunnel arch stability evaluation system provided by the embodiment of the application can realize the steps and the flow of any tunnel arch stability evaluation method, achieves the same technical effect, and is not repeated one by one.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. A method for evaluating stability of a tunnel arch is characterized by comprising the following steps:
s101, determining a plurality of arch inner monitoring points and a plurality of arch outer monitoring points of the key parts of the tunnel arch; the plurality of inner arch monitoring points correspond to the plurality of outer arch monitoring points one by one;
s102, according to the measured radial stress F in the tunnel arch plane at each monitoring point in the archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1i(ii) a And measuring the radial displacement S in the plane of the tunnel arch at each monitoring point in the arch according to the measured radial displacement SiAnd the roadway span D is used for calculating the displacement change rate eta in the roadway arch frame plane at each monitoring point in the arch frame2i(ii) a And according to the axial stress T outside the plane of the tunnel arch at each monitoring point outside the archiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3i(ii) a And measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row spacing R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at each monitoring point outside the arch frame4i(ii) a Wherein i is 1,2 … n; n is a positive integer and represents the number of the key parts on the tunnel arch;
s103, according to the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at each monitoring point in the archInner i(ii) a And according to the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3iRate of change of displacement eta4iCalculate each oneOut-of-plane stable stiffness K at out-of-arch monitoring pointOuter i；
Step S104, according to the in-plane stable rigidity K at each monitoring point in the arch frameInner iAnd its preset assigned weight alphaInner iAnd, the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K of each corresponding inner monitoring point and outer monitoring point of the arch framei；
S105, according to the total stable rigidity K of the tunnel arch at each corresponding inner arch monitoring point and outer arch monitoring pointiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein the arch stabilizing stiffness K characterizes the stability of the tunnel arch.
2. The method for evaluating the stability of the tunnel arch according to claim 1, wherein in step S101, the determining the plurality of inner arch monitoring points and the plurality of outer arch monitoring points of the key portion of the tunnel arch comprises: and correspondingly arranging the arch inner monitoring points and the arch outer monitoring points on the left arch leg, the right arch leg, the left arch waist, the right arch shoulder and the arch crown of the tunnel arch along the clockwise direction.
3. The tunnel arch stability evaluation method according to claim 1, wherein, in step S102,
at each monitoring point outside the arch frame, the selected testing arch frame of the tunnel is respectively connected with the front arch frame part and the rear arch frame part of the tunnel arch frame through a connecting measuring piece so as to obtain the axial displacement L at each monitoring point outside the arch framei(ii) a Wherein the test arch is located between the front and rear arch parts of the tunnel arch.
4. The method for assessing stability of a roadway arch of claim 3, wherein the connection measuring member comprises: a spring and a retractable scale; the telescopic graduated scale is provided with a main graduated scale and an auxiliary graduated scale which can slide relatively, and the main graduated scale and the auxiliary graduated scale can move relatively along with the extension and retraction of the spring and are used for measuring the extension and retraction stroke of the spring;
in a corresponding manner, the first and second optical fibers are,
the axial displacement LiIs the sum of the displacement in tension and compression of the spring at the junction of the test arch and the adjacent front and rear arch portions.
5. The tunnel arch stability evaluation method according to claim 3, wherein in step S102,
arranging strain gauges at the position, corresponding to the outer monitoring point of the arch frame, of the inner side surface of the test arch frame along the axial direction of the tunnel where the tunnel arch frame is located so as to obtain the axial stress T at the outer monitoring point of the arch framei。
6. The tunnel arch stability evaluation method according to claim 1, wherein, in step S104,
according to the radial displacement S in the tunnel arch plane at each monitoring point in the archiDetermining the in-plane stable stiffness K corresponding to the in-arch monitoring pointInner iIs assigned a weight alphaInner i；
Or,
according to the radial stress F in the tunnel arch plane at each monitoring point in the archiDetermining the in-plane stable stiffness K corresponding to the in-arch monitoring pointInner iIs assigned a weight alphaInner i。
7. The tunnel arch stability evaluation method according to claim 1, wherein in step S105,
according to the radial stress F of the tunnel at the monitoring point in each arch frameiAnd corresponding axial stress T at the outer monitoring point of the archiDetermining the corresponding inner and outer monitoring points of the arch frameTotal stable rigidity K of tunnel arch frameiIs assigned a weight betai。
8. The tunnel arch stability evaluation method according to any one of claims 1 to 7, wherein after step S105, the tunnel arch stability evaluation method further comprises:
step S106, according to the stable rigidity K of the arch and the preset standard rigidity K of the arch0Adjusting the tunnel arch to ensure that the stable rigidity K of the arch is not more than the standard rigidity K of the arch0。
9. The tunnel arch stability evaluation method according to claim 8, wherein, in step S106,
in response to the arch stabilizing stiffness K being less than a preset arch standard stiffness K0Reinforcing or replacing a plurality of monitoring point corresponding positions of the tunnel arch until the stable rigidity K of the arch is not more than the standard rigidity K of the arch0。
10. A tunnel bow member stability evaluation system, characterized by, includes:
the monitoring point determining unit is configured to determine a plurality of inner arch monitoring points and a plurality of outer arch monitoring points of the tunnel arch; the plurality of inner arch monitoring points correspond to the plurality of outer arch monitoring points one by one;
a change rate calculation unit configured to: according to the measured radial stress F in the tunnel arch plane at each monitoring point in the archiAnd the ground stress P of the tunnel, and calculating the stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1i(ii) a And measuring the radial displacement S in the plane of the tunnel arch at each monitoring point in the arch according to the measured radial displacement SiAnd the roadway span D is used for calculating the displacement change rate eta in the roadway arch frame plane at each monitoring point in the arch frame2i(ii) a And, upon measuring said each of said extraarch monitoring pointsOut-of-plane axial stress T of tunnel archiAnd the yield strength Q of the tunnel arch, and calculating the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3i(ii) a And measuring the out-of-plane axial displacement L of the roadway arch at each out-of-arch monitoring pointiAnd the arch frame row spacing R of the tunnel arch frame, and calculating the displacement change rate eta outside the plane of the tunnel arch frame at each monitoring point outside the arch frame4i；
A first rigidity calculation unit configured to calculate a first rigidity according to a stress change rate eta in the plane of the tunnel arch at each monitoring point in the arch1iRate of change of displacement eta2iCalculating the in-plane stable stiffness K at each monitoring point in the archInner i(ii) a And according to the stress change rate eta outside the plane of the tunnel arch at each monitoring point outside the arch3iRate of change of displacement eta4iCalculating out-of-plane stable rigidity K at each out-of-arch monitoring pointOuter i；
A second stiffness calculation unit configured to calculate the in-plane stable stiffness K from the in-plane stable stiffness K at each of the in-arch monitoring pointsInner iAnd its preset assigned weight alphaInner iAnd, the out-of-plane stable stiffness K at the corresponding out-of-arch monitoring pointOuter iAnd its preset assigned weight alphaOuter iCalculating the total stable rigidity K of each corresponding inner monitoring point and outer monitoring point of the arch framei；
An arch frame rigidity calculation unit configured to calculate a total stable rigidity K of the tunnel arch frame at each of the corresponding inner arch frame monitoring point and the corresponding outer arch frame monitoring pointiAnd its preset assigned weight betaiDetermining the stable rigidity K of the arch frame; wherein the arch stabilizing stiffness K characterizes the stability of the tunnel arch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111205535.9A CN113984356B (en) | 2021-10-15 | 2021-10-15 | Tunnel arch stability evaluation method and system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111205535.9A CN113984356B (en) | 2021-10-15 | 2021-10-15 | Tunnel arch stability evaluation method and system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113984356A true CN113984356A (en) | 2022-01-28 |
| CN113984356B CN113984356B (en) | 2022-04-08 |
Family
ID=79738890
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111205535.9A Active CN113984356B (en) | 2021-10-15 | 2021-10-15 | Tunnel arch stability evaluation method and system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113984356B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114777729A (en) * | 2022-05-20 | 2022-07-22 | 安徽建筑大学 | Test analysis method and system for stress field deflection after roadway excavation |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202676123U (en) * | 2012-05-14 | 2013-01-16 | 平高集团有限公司 | Bus corrugated pipe and telescopic length measuring device thereof |
| CN103883333A (en) * | 2014-03-07 | 2014-06-25 | 山东大学 | Large mechanical test system for combined adjustable constraint concrete arch frame |
| CN104820022A (en) * | 2015-04-03 | 2015-08-05 | 山东大学 | Steel pipe concrete arch frame coupling performance detection and evaluation method, and steel pipe concrete arch frame coupling performance detection structure |
| CN106840253A (en) * | 2016-12-07 | 2017-06-13 | 山东大学 | A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method |
| CN109708706A (en) * | 2019-03-13 | 2019-05-03 | 山东科技大学 | A kind of country rock-arch contact relation monitoring device and application method |
| CN110346213A (en) * | 2019-08-07 | 2019-10-18 | 安徽建筑大学 | A kind of goaf tunnel Xia Chuan Assessment of Surrounding Rock Stability method |
| CN110398784A (en) * | 2019-08-07 | 2019-11-01 | 中铁四局集团第四工程有限公司 | A kind of Tunnel Passing fault belt Assessment of Surrounding Rock Stability method |
| CN211652036U (en) * | 2020-01-10 | 2020-10-09 | 中铁工程装备集团有限公司 | Steel bow member atress monitoring system |
-
2021
- 2021-10-15 CN CN202111205535.9A patent/CN113984356B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202676123U (en) * | 2012-05-14 | 2013-01-16 | 平高集团有限公司 | Bus corrugated pipe and telescopic length measuring device thereof |
| CN103883333A (en) * | 2014-03-07 | 2014-06-25 | 山东大学 | Large mechanical test system for combined adjustable constraint concrete arch frame |
| CN104820022A (en) * | 2015-04-03 | 2015-08-05 | 山东大学 | Steel pipe concrete arch frame coupling performance detection and evaluation method, and steel pipe concrete arch frame coupling performance detection structure |
| CN106840253A (en) * | 2016-12-07 | 2017-06-13 | 山东大学 | A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method |
| CN109708706A (en) * | 2019-03-13 | 2019-05-03 | 山东科技大学 | A kind of country rock-arch contact relation monitoring device and application method |
| CN110346213A (en) * | 2019-08-07 | 2019-10-18 | 安徽建筑大学 | A kind of goaf tunnel Xia Chuan Assessment of Surrounding Rock Stability method |
| CN110398784A (en) * | 2019-08-07 | 2019-11-01 | 中铁四局集团第四工程有限公司 | A kind of Tunnel Passing fault belt Assessment of Surrounding Rock Stability method |
| CN211652036U (en) * | 2020-01-10 | 2020-10-09 | 中铁工程装备集团有限公司 | Steel bow member atress monitoring system |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114777729A (en) * | 2022-05-20 | 2022-07-22 | 安徽建筑大学 | Test analysis method and system for stress field deflection after roadway excavation |
| CN114777729B (en) * | 2022-05-20 | 2023-03-10 | 安徽建筑大学 | Method and system for testing and analyzing deflection of stress field after roadway excavation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113984356B (en) | 2022-04-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110082023B (en) | Cable force real-time monitoring device and monitoring method | |
| CN113984356B (en) | Tunnel arch stability evaluation method and system | |
| WO2021036751A1 (en) | Bearing reaction influence line curvature-based continuous beam damage identification method | |
| CN106289710A (en) | Aerofoil profile model dynamometric system | |
| EP3671140B1 (en) | Balance scale for testing air resistance | |
| CN101532817B (en) | Resistance strain gauge and sensor using resistance strain gauge to change stress transfer mode | |
| RU2717383C1 (en) | Device for measuring forces on working member of agricultural machines, mainly in soil channel | |
| KR20120106038A (en) | Measuring method and apparatus of bridge displacement by measure of strain | |
| CN107421676A (en) | A kind of suspension type space dynamometric system | |
| CN107664489B (en) | A kind of measurement method of bridge strain and deformation | |
| KR100413807B1 (en) | Parallel type 6-axis force-moment measuring device | |
| CN108507753A (en) | A kind of output signal combined method of three-component optical fibre balance | |
| CN209624252U (en) | Hanging Basket artificial intelligence loading system | |
| CN109386298B (en) | Prefabricated tunnel steel arch with monitoring facilities | |
| CN103284406B (en) | Insole backpart longitudinal stiffness testing method | |
| CN219495429U (en) | Weighing sensor, weighing mechanism and incubator | |
| CN209841260U (en) | Sensitization type temperature self-compensating force measuring ring sensor | |
| CN205909775U (en) | Rapid survey bridge amount of deflection device | |
| CN207019827U (en) | A kind of force cell | |
| CN114486302B (en) | Coupler force measurement method and system considering longitudinal loading additional bending moment | |
| CN105571761A (en) | Parallel elastic connecting device used for engine thrust measurement rack | |
| CN220184009U (en) | Anchor rod and anchor cable stress real-time monitoring device and real-time monitoring system | |
| CN204556065U (en) | Integration is with the LOAD CELLS of damping function | |
| CN207923332U (en) | A kind of round-the-clock cable force measurement device equipped with dog-ear otic placode | |
| KR100629317B1 (en) | Load testing system and the method of body structure for rolling stock |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |