CN110219687A - A method of monitoring Bolt body of rod stress distribution - Google Patents
A method of monitoring Bolt body of rod stress distribution Download PDFInfo
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- CN110219687A CN110219687A CN201910539931.1A CN201910539931A CN110219687A CN 110219687 A CN110219687 A CN 110219687A CN 201910539931 A CN201910539931 A CN 201910539931A CN 110219687 A CN110219687 A CN 110219687A
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- 238000009826 distribution Methods 0.000 title claims abstract description 46
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- 239000011435 rock Substances 0.000 claims abstract description 67
- 238000006073 displacement reaction Methods 0.000 claims abstract description 27
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 20
- 238000004364 calculation method Methods 0.000 claims abstract description 10
- 238000013500 data storage Methods 0.000 claims description 8
- 230000007935 neutral effect Effects 0.000 claims description 5
- 238000012546 transfer Methods 0.000 claims description 3
- 239000011888 foil Substances 0.000 description 17
- 238000005259 measurement Methods 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 7
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- 238000004458 analytical method Methods 0.000 description 2
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- 230000007774 longterm Effects 0.000 description 2
- 238000012806 monitoring device Methods 0.000 description 2
- 230000003287 optical effect Effects 0.000 description 2
- 239000013307 optical fiber Substances 0.000 description 2
- 230000035945 sensitivity Effects 0.000 description 2
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011449 brick Substances 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
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- 238000004519 manufacturing process Methods 0.000 description 1
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- 239000002184 metal Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000012805 post-processing Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
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- 238000010008 shearing Methods 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/02—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection having means for indicating tension
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Abstract
The invention discloses a kind of methods for monitoring Bolt body of rod stress distribution, belong to anchor pole field of measuring technique.The present invention is the following steps are included: step 1: at a distance from certain point and country rock surface deformation amount, determining adjoining rock stability property coefficient according to country rock surface deformation amount into rock mass according to tunnel-surrounding displacement and rock mass deep displacement relationship acquisition tunnel equivalent radius, tunnel center；Choose the relevant parameter of anchor rod body, including rock-bolt length, elasticity modulus, cross-sectional area；Choose the relevant parameter of Anchor Agent, including Anchor Agent elasticity modulus, Anchor Agent cross-sectional area；Anchor support force is obtained by strain gauge；Step 2: constructing axle power and Calculation Shear analytic expression suffered by anchor rod body in a computer, the parameter values that step 1 is obtained are input in analytic expression, obtain the shear stress and the axle power regularity of distribution of anchor rod body.The distribution curve of stress of the anchor rod body obtained through the invention embodies the continuity of anchor rod body stress.
Description
Technical field
The invention belongs to anchor pole field of measuring technique, specifically, being related to a kind of monitoring Bolt body of rod stress
The method of distribution.
Background technique
Bolt prevents surrouding rock deformation by the cohesive force or frictional force of adhesive between anchor pole and rock.Mesh
Before, Bolt is widely used in mining engineering technical field, and a large amount of engineering practice has also pushed anchorage technology
Development.With the increase of Coal Exploitation depth, roadway surrounding rock developmental joint fissure, soft broken, damage envelope are big, Bolt
Bearing capacity need to constantly enhance, and therefore, need to obtain Bolt body of rod actual stress distribution situation improvement full length fastening
The supporting performance of anchor pole.
In the prior art, in order to monitor the stress distribution for analyzing the Bolt body of rod, generally on anchor rod body surface
Groove is opened up, installs foil gauge in a groove, still, will appear stress in the groove of anchor rod body and concentrate, anchor rod body
Original stress is destroyed, and the anchor rod body stress distribution data monitored by foil gauge are untrue.
In order to improve the accuracy of anchor rod body stress distribution data, fixed device is set on anchor rod body surface, is passed through
Fixed device mount stress detection device.Patent publication No.: CN107560950A, publication date: on January 9th, 2018, innovation and creation
Title are as follows: a kind of prestressed anchor shear stress on interface measuring device and its test method.Wherein, prestressed anchor shear stress on interface
Measuring device includes the body of rod, the pvc pipe that setting in parallel is imported for conducting wire above the body of rod, with pvc pipe connect and be nested in
At least one pvc pipe ring of body of rod outside spacers setting, the body of rod include the grouted part for protruding into country rock and the freedom for stretching out country rock
Section, body of rod two sides are pasted with foil gauge I corresponding to the position for being each provided with pvc pipe ring respectively, and the position is hinged with thin steel
Muscle, foil gauge I are distributed on the grouted part of the body of rod according to test requirements document, and fine steel rib is drawn to be pasted with and be answered respectively to body of rod two sides
Become the strain brick of piece II, and foil gauge II, towards interface to be measured, external deformeter is connected to I He of foil gauge by conducting wire
Foil gauge II；The prestressed anchor shear stress on interface measuring device obtains anchor rod body shear stress point by acquisition strain sheet data
Cloth situation.Patent publication No.: CN108692771A, publication date: on October 23rd, 2018, a kind of invention and created name are as follows: screw thread
Steel anchor rod resultant stress optical fiber monitoring device.The twisted steel anchor rod resultant stress optical fiber monitoring device includes twisted steel anchor rod and grows along it
The distributed fiberoptic sensor of direction overall length setting is spent, threadingly fastener is fixedly installed in steel anchor rod length direction interval, distributed
Fibre optical sensor is connect with fastener, and is connect distributed fiberoptic sensor with anchor rod body by attachment fastener, passes through distribution
Formula fibre optical sensor finally obtains anchor rod body stress distribution law.
By analysis it is found that the prior art takes measuring point along anchor rod body length direction, only measuring point is analyzed in measurement
Stress can not embody the continuity of anchor rod body stress.
Summary of the invention
1, it to solve the problems, such as
The force-bearing situation on anchor rod body at measuring point is only monitored for the prior art, and can not obtain anchor rod body length side
The problem of force-bearing situation at upward each position, the present invention provides a kind of side for monitoring Bolt body of rod stress distribution
Method, the present invention obtain the shear stress and the axle power regularity of distribution of anchor rod body, the i.e. stress distribution of anchor rod body by analytic expression
Curve obtains the force-bearing situation on anchor rod body length direction at each position with this, embodies the continuity of anchor rod body stress.
2, technical solution
To solve the above problems, the present invention adopts the following technical scheme that.
A method of monitoring Bolt body of rod stress distribution, comprising the following steps:
Step 1: obtaining tunnel equivalent radius a0, tunnel center the distance r of certain point and country rock surface deformation into rock mass
Measure U0, according to country rock surface deformation amount U0Determine adjoining rock stability property coefficient b；
Choose the relevant parameter of anchor rod body, including rock-bolt length L, elastic modulus Eb, cross-sectional area As；
Choose the relevant parameter of Anchor Agent, including Anchor Agent elastic modulus Ec, Anchor Agent cross-sectional area Ac；
Anchor support force Q is obtained by strain gauge；To obtain anchor support force, the installation method of strain gauge is general are as follows: anchor
Club shaft stretches out one end on the inside of tunnel, is successively set with anchor rod pallet board, strain gauge and nut, anchor rod pallet board is made to resist lane
Strain gauge is fixed between anchor rod pallet board and nut by road medial surface by tightening nut；
Step 2: constructing axle power and Calculation Shear analytic expression suffered by anchor rod body in a computer, step 1 is obtained
Parameter values are input in analytic expression, obtain the shear stress and the axle power regularity of distribution of anchor rod body:
Wherein, Calculation Shear analytic expression:
Calculation of axial force analytic expression: N=AbEb(W-Ir-Kr2)；
In formula, AbCross-sectional area is converted for anchor pole,
A is the product of wall rock condition coefficient, it may be assumed that A=b2U0；
U is tunnel center to anchor pole threshold value, it may be assumed that u=a0+L；
W is constant term, it may be assumed that E is natural constant；
I is Monomial coefficient, it may be assumed that
K is two-term coefficient, it may be assumed that
rxIt is determined in the following relationship: rxFor neutral point radius.
More preferably, it in the step 1, monitors to obtain tunnel-surrounding displacement and rock mass by laser drift section detector
Deep displacement relationship obtains tunnel equivalent radius a with rock mass deep displacement relationship according to tunnel-surrounding displacement0, tunnel center arrives
The distance r of certain point and country rock surface deformation amount U in rock mass0。
More preferably, in the step 1, the strain gauge is vibrating-wire pressure cell.
More preferably, in the step 2, the numerical value of anchor support force is real-time transmitted in computer, method particularly includes: pass through
The anchor support force numerical value that data storage box record strain gauge monitors, acquires the support in data storage box by data collector
Anchor-hold numerical value, data collector pass through data adapter unit for acquired anchor support force data transfer to computer.
3, beneficial effect
Compared with the prior art, the invention has the benefit that
(1) present invention passes through the shear stress and the axle power regularity of distribution of analytic expression acquisition anchor rod body, i.e. anchor rod body
Distribution curve of stress obtains the force-bearing situation on anchor rod body length direction at each position with this；The prior art is to take difference
Point is tested and analyzed, and the continuity of anchor rod body stress can not be embodied；The distribution curve of stress that the present invention passes through anchor rod body
Embody the continuity of anchor rod body stress.In addition, the installation steps of strain gauge are simple in the present invention, a large amount of works can be saved
Phase.The prior art directly monitors the stress distribution on anchor rod body by foil gauge, due to the length general control of anchor rod body
Within the scope of 1.8~3.0m, the stress distribution of real-time monitoring anchor rod body, it is inevitable that more strain is installed on anchor rod body
Piece, and the installing of foil gauge connection line is complicated；In this way, which the installing of foil gauge and foil gauge connect for Bolt Groups
The installing of link can become very big workload.Here, since strain gauge is fixed between anchor rod pallet board and nut,
It installs more convenient and does not influence the repercussion effect between anchor rod body and country rock, after strain gauge is installed, just
Can real-time monitoring anchor rod body stress, and do not caused collected data to go out by surrounding rock separation layer is larger or deformation large effect
Existing mistake.
(2) present invention obtains tunnel-surrounding displacement and rock mass deep displacement relationship, root by laser drift section detector
Tunnel equivalent radius a is obtained with rock mass deep displacement relationship according to tunnel-surrounding displacement0, tunnel center into rock mass certain point away from
From r and country rock surface deformation amount U0.Laser drift section detector have measurement accuracy is high, speed is fast, without post-processing, can be straight
The advantages of connecing output report.
(3) present invention uses vibrating-wire pressure cell, can real-time monitor anchor support force, and then it is real-time to obtain anchor rod body
Shear stress and axle power distribution；The foil gauge that the prior art uses easily is broken, and can not real-time monitor answering for anchor rod body
Power distribution.In addition, vibrating-wire pressure cell using vibratory string Theoretical Design manufacture, with high sensitivity, high-precision, high stability it is excellent
Point, is suitable for test in situ long-term observation, and observation the data obtained is not influenced by conductor length.
Detailed description of the invention
Fig. 1 is tunnel-surrounding displacement and rock mass deep displacement relation schematic diagram；
Fig. 2 is the mounting structure schematic diagram of strain gauge；
Fig. 3 is the axle power distribution curve for the anchor rod body that the present invention obtains；
Fig. 4 is the shearing stress distribution curve for the anchor rod body that the present invention obtains.
In figure: 1, tunnel；2, Anchor Agent；3, anchor rod body；4, anchor rod pallet board；5, strain gauge；6, nut.
Specific embodiment
The present invention is further described below combined with specific embodiments below.
Embodiment 1
A method of monitoring Bolt body of rod stress distribution, it the following steps are included:
Step 1: obtain tunnel-surrounding displacement and rock mass deep displacement relationship and anchor pole real-time working condition:
Wherein, tunnel equivalent radius a is obtained0, tunnel center the distance r of certain point and country rock surface deformation amount into rock mass
U0, according to country rock surface deformation amount U0Determine adjoining rock stability property coefficient b.Adjoining rock stability property coefficient b is by country rock surface deformation amount U0Greatly
Small determination, relationship are shown in Table 1.Table 1 is rock stability coefficient value table.
1 adjoining rock stability coefficient value table of table
| Relevant parameter | Ultimate soft rock | Soft rock | In it is hard or more |
| Surface displacement amount U0/m | 0.8 or more | 0.4~0.6 | 0.1~0.3 |
| Stability coefficient b | 0.45 | 0.65 | Greater than 0.9 |
In the present embodiment, tunnel-surrounding displacement is obtained by laser drift section detector to close with rock mass deep displacement
System obtains tunnel equivalent radius a according to tunnel-surrounding displacement and rock mass deep displacement relationship0, tunnel center it is a certain into rock mass
The distance r and country rock surface deformation amount U of point0, tunnel-surrounding displacement with the schematic diagram of rock mass deep displacement relationship as shown in Figure 1,
In Fig. 1, a0For tunnel equivalent radius；R is the distance of tunnel center certain point into rock mass；U0For the surface displacement in tunnel；UrFor
Rock mass deep displacement.In addition to this, it can also be measured by traditional " crossing method " and obtain tunnel equivalent radius a0, tunnel
Center distance r of certain point and country rock surface deformation amount U into rock mass0, still, the data of traditional " crossing method " measurement
It is inaccurate, i.e., " crossing method " measuring point is easily destroyed, and bracing wire is more when observation, and engineering line is often pulled off, measuring point
Engineering line generally requires repeatedly to install；" crossing method " is larger due to the data error obtained by artificial bracing wire and reading.Cause
This, is relative to traditional " crossing method ", data that the present embodiment preferentially uses laser drift section detector to monitor.
As shown in Fig. 2, anchor pole real-time working condition includes the correlation of anchor support force, the relevant parameter of anchor rod body 3 and Anchor Agent 2
Parameter；Wherein, the relevant parameter of anchor rod body 3 includes rock-bolt length L, elastic modulus Eb, cross-sectional area As；According to anchoring
The relevant parameter of agent 2 includes Anchor Agent elastic modulus Ec, Anchor Agent cross-sectional area Ac；Anchor support force is obtained by strain gauge.
Obtain anchor support force: the mount stress sensor 5 between anchor rod pallet board 4 and nut 6.Strain gauge 5 can use
Hydraulic pressure box can also use vibrating-wire pressure cell；In the present embodiment, strain gauge excellent 5 first uses steel chord type pressure
Power box, vibrating-wire pressure cell are manufactured using vibratory string Theoretical Design, have the advantages that high sensitivity, high-precision, high stability, are applicable in
In-situ test long-term observation on site, observation the data obtained are not influenced by conductor length.The installation of strain gauge 5 is relatively simple
And the original stress of anchor rod body 3 will not be destroyed, specifically, as shown in Fig. 2, anchor rod body 3 stretches out 1 inside of tunnel
One end, be successively set with anchor rod pallet board 4, strain gauge 5 and nut 6, anchor rod pallet board 4 resists 1 medial surface of tunnel, by twist
Tight nut 6, strain gauge 5 is fixed between anchor rod pallet board 4 and nut 6.
The prior art directly monitors the stress distribution on anchor rod body by foil gauge, since the length of anchor rod body is general
Control is wanted the stress distribution of real-time monitoring anchor rod body, is necessarily installed on anchor rod body more within the scope of 1.8~3.0m
Foil gauge.On the one hand, the installing of foil gauge connection line is complicated；On the other hand, in anchor rod body and country rock interaction process,
Foil gauge is easily broken, and can not real-time monitor the stress distribution of anchor rod body.For compared with the existing technology, the present embodiment
Monitoring is anchor support force, without installing complicated foil gauge connection line.Since strain gauge is installed in anchor rod pallet board and spiral shell
Between mother, strain gauge will not because of anchor rod body and country rock interaction and phenomenon of rupture occurs, i.e. the present embodiment energy
Enough real-time monitor anchor support force；Also, strain gauge does not interfere with the stress transfer between anchor rod body and country rock, to protect
Card anchor rod body is in original stress.In addition, being had not been changed since strain gauge is installed between anchor rod pallet board and nut
Or anchor rod body is destroyed, to ensure that the integrality of anchor rod body.
The stress distribution of anchor rod body described here refers to shear stress suffered by anchor rod body and axle power distribution.
Step 2: constructing axle power and Calculation Shear analytic expression suffered by anchor rod body in a computer, step 1 is obtained
Parameter values are input in analytic expression, obtain the shear stress and the axle power regularity of distribution of anchor rod body:
Wherein, Calculation Shear analytic expression:
Calculation of axial force analytic expression: N=AbEb(W-Ir-Kr2)；
In formula, AbCross-sectional area is converted for anchor pole,
A is the product of wall rock condition coefficient, it may be assumed that A=b2U0；
U is tunnel center to anchor pole threshold value, it may be assumed that u=a0+L；
W is constant term, it may be assumed that
I is Monomial coefficient, it may be assumed that
K is two-term coefficient, it may be assumed that
rxIt is determined in the following relationship:
Wherein, e is natural constant；EbFor anchor pole elasticity modulus；D is the anchor pole cross-sectional diameter；B is surrounding rock stability
Coefficient；U0For the country rock surface deformation amount；a0For the tunnel equivalent radius；R be tunnel center into rock mass certain point away from
From；L is the rock-bolt length；rxFor the neutral point radius；Q is anchor support force；EcFor Anchor Agent elasticity modulus；AsFor the anchor
Bar cross-sectional area；AcFor the Anchor Agent cross-sectional area.
In step 2, due to anchor support force of the anchor rod body in normal Bracing Process be it is continually changing, therefore, it is necessary to
The numerical value of anchor support force is real-time transmitted in computer, in the present embodiment, strain gauge and data storage box pass through cable
Connection, records the anchor support force numerical value monitored by data storage box, acquires the support in data storage box by data collector
Acquired data are transmitted to computer by data adapter unit by anchor-hold numerical value, data collector；It is well known that data storage box
It is transmitted between data collector by infrared ray, which is not described herein again.
Anchor pole elasticity modulus, anchor pole cross-sectional diameter, adjoining rock stability property coefficient, country rock surface deformation amount, tunnel equivalent half
Diameter, the distance of tunnel center certain point into rock mass, rock-bolt length, Anchor Agent elasticity modulus, anchor pole cross-sectional area and anchor
Gu agent cross-sectional area can be received by keyboard and be input to computer.
Anchor support force of the anchor rod body in normal Bracing Process be it is continually changing, according to anchor support force number obtained by field monitoring
According to the anchor support force data of selection are respectively 80kN, 90kN, 100kN, 110kN, and it is bent along the distribution in rock-bolt length direction to obtain axle power
Line is as shown in Figure 3；Distribution curve of the obtained shear stress along rock-bolt length direction is as shown in Figure 4.Wherein each parameter selected value: choosing
Taking tunnel equivalent radius is 2.7m, and wall rock condition is soft rock, and rock-bolt length 3.0m, anchor pole elasticity modulus is 200GPa, anchor pole
Cross-sectional area 450mm2, Anchor Agent cross-sectional area 550mm2, Anchor Agent elasticity modulus 16Gpa.
When can be seen that the normal supporting of anchor rod body from Fig. 3, Fig. 4, stress distribution meets neutral point theory, described here
Neutral point theory foundation are as follows: the mechanical model of Wang Mingshu, He Xiuren, Zheng Yutian Bolt and its apply [J]
Metal mine, 1983, (4).
Uneven distribution is presented in the axle power and shear stress of anchor rod body, with field measurement data comparison, finds the goodness of fit
It is higher.Field measurement method: multiple measuring points, multiple measuring points, along anchor rod body length direction are chosen along anchor rod body length direction
Multiple fasteners are fixedly installed, distributed fiberoptic sensor is connect with fastener, and by fastener by distributed fiberoptic sensor with
Anchor rod body connection, obtains the axle power and shear stress of each measuring point on anchor rod body by distributed fiberoptic sensor.
Field measurement data include table 2 and table 3.
The axle power N/kN of 2 field measurement of table
Shear stress τ/MPa of 3 field measurement of table
Since the axle power and shear stress curve of anchor rod body obtained by the present embodiment are compared with field measurement data, the kiss of the two
It is right higher, the axis based on the anchor rod body that the method for monitoring Bolt body of rod stress distribution described in the present embodiment obtains
Power and shear stress rule are capable of the stress distribution law of accurate description anchor pole body of rod in normal Bracing Process.
The prior art is that difference is taken to be tested and analyzed, the anchor rod body distribution curve of stress obtained through this embodiment
Energy accurate description anchor rod body goes up the stress intensity at each position along its length, compared to previous analysis method or measurement dress
It sets and embodies the continuity of anchor rod body stress.
The present embodiment obtains the real-time stress state of anchor pole, i.e., anchor rod body is in different supports by real-time monitoring anchor support force
The distribution curve of axle power and shear stress under anchor-hold can accurately judge accordingly and predict whether anchor pole fails, and then do in time
Reasonable reinforcement protection measure out reduces engineering loss, has huge engineering application value and economic benefit.
Schematically the present invention and embodiments thereof are described above, description is not limiting.So if
Those of ordinary skill in the art are inspired by it, without departing from the spirit of the invention, not inventively designs
Frame mode similar with the technical solution and embodiment out, are within the scope of protection of the invention.
Claims (4)
1. a kind of method for monitoring Bolt body of rod stress distribution, it is characterised in that: the following steps are included:
Step 1: obtaining tunnel equivalent radius a0, tunnel center distance r of certain point and country rock surface deformation amount U into rock mass0,
According to country rock surface deformation amount U0Determine adjoining rock stability property coefficient b；
Choose the relevant parameter of anchor rod body, including rock-bolt length L, elastic modulus Eb, cross-sectional area As；
Choose the relevant parameter of Anchor Agent, including Anchor Agent elastic modulus Ec, Anchor Agent cross-sectional area Ac；
Anchor support force Q is obtained by strain gauge；
Step 2: constructing axle power and Calculation Shear analytic expression suffered by anchor rod body, the parameter that step 1 is obtained in a computer
Numerical value is input in analytic expression, obtains the shear stress and the axle power regularity of distribution of anchor rod body:
Wherein, Calculation Shear analytic expression:
Calculation of axial force analytic expression: N=AbEb(W-Ir-Kr2)；
In formula, AbCross-sectional area is converted for anchor pole,
A is the product of wall rock condition coefficient, it may be assumed that A=b2U0；
U is tunnel center to anchor pole threshold value, it may be assumed that u=a0+L；
W is constant term, it may be assumed that E is natural constant；
I is Monomial coefficient, it may be assumed that
K is two-term coefficient, it may be assumed that
rxFor neutral point radius, it is determined in the following relationship:
2. the method for monitoring Bolt body of rod stress distribution according to claim 1, it is characterised in that: the step
It is described to monitor to obtain tunnel-surrounding displacement and rock mass deep displacement relationship by laser drift section detector in rapid 1, according to lane
Road periphery displacement and rock mass deep displacement relationship obtain the tunnel equivalent radius a0, tunnel center into rock mass certain point away from
From r and country rock surface deformation amount U0。
3. the method for monitoring Bolt body of rod stress distribution according to claim 1, it is characterised in that: the step
In rapid 1, the strain gauge is vibrating-wire pressure cell.
4. the method for monitoring Bolt body of rod stress distribution according to claim 1, it is characterised in that: the step
In rapid 2, the numerical value of anchor support force is real-time transmitted in computer, method particularly includes: stress sensing is recorded by data storage box
The anchor support force numerical value that device monitors acquires the anchor support force numerical value in data storage box by data collector, and data collector is logical
Data adapter unit is crossed by acquired anchor support force data transfer to computer.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111551300A (en) * | 2020-05-12 | 2020-08-18 | 湖北兴业华德威安全信息技术股份有限公司 | Method for monitoring total anchoring force of whole-body type anchor rod by utilizing linear displacement sensor |
| CN111852526A (en) * | 2020-06-04 | 2020-10-30 | 河北建筑工程学院 | Length-adjustable real-time monitoring anchor rod device |
| CN112798037A (en) * | 2020-10-23 | 2021-05-14 | 中南大学 | Grid type rock mass stress and vibration monitoring device based on pipe seam type anchor rod, auxiliary installation device and installation and use method |
| CN113701705A (en) * | 2021-07-27 | 2021-11-26 | 长江勘测规划设计研究有限责任公司 | Automatic monitoring method for absolute deformation of tunnel section |
| CN114233394A (en) * | 2021-11-26 | 2022-03-25 | 安徽理工大学 | Stoping roadway surrounding rock monitoring and supporting method |
| CN116204968A (en) * | 2023-05-05 | 2023-06-02 | 中国矿业大学(北京) | Anchor rod and anchor agent and surrounding rock coupling effect anchor rod anchoring performance determining method |
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