CN111220465A - Visual test method for interface deformation of soft rock anchoring body - Google Patents
Visual test method for interface deformation of soft rock anchoring body Download PDFInfo
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- 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
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/36—Embedding or analogous mounting of samples
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/38—Diluting, dispersing or mixing samples
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- 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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/36—Embedding or analogous mounting of samples
- G01N2001/366—Moulds; Demoulding
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- 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
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- 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
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Abstract
The invention discloses a visual test method for interface deformation of a soft rock anchor body, which comprises the following steps: preparing a similar material of the target soft rock according to the basic mechanical property parameters of the target soft rock; designing and assembling an anchoring body model test box, and installing an anchor rod and a grouting cylinder in the test box; similar materials are poured in an anchor body model test box in a layered mode, speckle particles with different colors are paved on contact interfaces among the similar materials, a grouting cylinder and an anchor rod respectively, and speckle lines parallel to the axis of the anchor rod are formed; then carrying out consolidation maintenance and loading destructive test, and acquiring an image of the anchoring body test piece in the loading process to obtain the deformation and displacement change of the speckle grains in the whole loading process; provides a new way for the research of the interface mechanical behavior of the anchor body in the deep soft rock.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering visual tests, and particularly relates to a visual test method for interface deformation of a soft rock anchoring body.
Background
Under complex geological conditions of high ground stress, high ground temperature, high osmotic pressure and the like, optimization and development of a rock-soil anchoring technology have profound significance on safety and stability of deep soft rock. The deep soft rock is mostly a heterogeneous rock mass with joint cracks developing, and is often in a mining induced stress and ground stress coupling disturbance state, and the deep engineering soft rock is easy to deform under disturbance, so that an anchoring system is induced to lose efficacy, and a surrounding rock supporting structure is damaged unstably, and potential safety hazards are caused. The deformation of the soft rock in the deep tunnel is accompanied by the closure and expansion of the internal cracks of the rock mass and the slippage and the dislocation of the anchoring body and the surrounding cracked rock mass, finally, the anchoring effect of the anchor rod is gradually lost, most of the failures of the anchor rod occur on the interface of the anchor rod-grouting body-surrounding rock system, the slippage of the interface of the anchoring system can induce and accelerate the deformation and the damage of the rock mass, and the failure is an important reason for causing the instability of the soft rock in the deep tunnel. Therefore, the mechanical characteristics of the anchoring system interface are the research focus and key problems of the rock mass anchoring mechanism, and the evolution rule of the mechanical behavior of the anchoring system interface is to be discovered and mastered urgently.
Scholars at home and abroad develop a large number of indoor model tests, field tests and theoretical researches on the mechanical behavior of soft rock anchoring interface characteristics. However, in the deep anchoring engineering, the geological conditions are complex, the mechanical behavior of the anchoring body in the deep soft rock is not clear, the conventional test research mostly adopts the anchor rod body drawing test and the conventional shearing test, the test means is single, and the assumed condition is not consistent with the actual condition, so that the universality and the accuracy of the obtained result are lower.
Disclosure of Invention
In order to solve the problems, the invention aims to provide a visual test method for interface deformation of a soft rock anchor body, which realizes visual measurement of interface deformation of an anchor rod-grouting body-surrounding rock system by structural design and arrangement of speckle particles with different colors on interfaces of an anchor rod, a grouting body and surrounding rock, provides a new way for research of interface mechanical behavior of an anchor body in deep soft rock, and can ensure the accuracy of an anchor mechanical transmission model established based on test data.
In order to achieve the above object, the present invention adopts the following technical solutions.
A visual test method for interface deformation of a soft rock anchoring body comprises the following steps:
wherein, the basic mechanical property parameters comprise elastic modulus, Poisson ratio, cohesive force, internal friction angle, compressive strength and tensile strength;
wherein, the grouting cylinder is a cylinder with two open ends;
wherein the speckle particles are different in color between different interfaces;
and 6, carrying out a loading destruction test on the anchoring body test piece, collecting an image of the anchoring body test piece in the loading process, and obtaining deformation and displacement change of speckle grains in the whole loading process, so that interface shear strain distribution of the anchoring body test piece under the action of load is obtained.
Further, the basic mechanical property parameters of the target soft rock are determined by adopting a single-axis test or a three-axis test.
Further, the similar materials for preparing the target soft rock are specifically as follows: preparing a similar material of a target soft rock by using fused quartz powder, liquid paraffin and n-tridecane according to the mass ratio of 0.9:1: 0.85; the method comprises the following specific steps: firstly, uniformly mixing liquid paraffin and n-tridecane at room temperature; and slowly adding the fused quartz powder under the stirring state, and continuously stirring for 1-2h after the addition is finished to obtain the quartz powder.
Further, the anchor model test box is assembled, and the anchor rod and the grouting cylinder are installed in the test box, specifically: the test box comprises a fixed frame consisting of three side plates and a bottom plate, a detachable side plate and a top plate; the detachable side plate is provided with a round hole matched with the diameter of the anchor rod; the assembling steps are as follows:
firstly, placing the detachable side plate on one side of a fixed frame, and arranging an auxiliary fixed hoop sleeve on the periphery of a test box to form the test box with an open top;
then, fixing the grouting cylinder on the inner wall of the detachable side plate to enable the grouting cylinder to be coaxial with the anchor rod; inserting the anchor rod into the circular hole, wherein the free end of the anchor rod is flush with the grouting cylinder, and the anchoring end is fixed with the outer side wall of the detachable side plate by adopting a nut;
wherein, proof box and slip casting drum are made by transparent material respectively.
Further, the step of pouring the similar materials of the target soft rock into the anchor model test box in a layered manner specifically comprises the following steps:
pouring the similar material of the target soft rock into the test box from the opening at the top of the test box, and filling the test box layer by layer from bottom to top; after filling of each layer of similar materials is finished, immediately placing the test box in a vacuum box for vacuumizing for not less than 20 min;
when the distance between the space to be filled and the grouting cylinder is larger than a set threshold value, the filling height of each layer is not more than 20 mm;
when the distance between the space to be filled and the grouting cylinder is smaller than a set threshold value or the space to be filled is positioned in the grouting cylinder, the filling height of each layer is not more than 10 mm.
Further, speckle particles are respectively paved on contact interfaces among similar materials of the target soft rock, the grouting cylinder and the anchor rod, and the method specifically comprises the following steps: and when the similar material of the target soft rock is filled to a certain contact interface position among the similar material of the target soft rock, the grouting cylinder and the anchor rod, stopping filling, paving the speckle particles on the current filling plane, and then continuing filling.
Further, the speckle particles are quartz particles with the diameter of 1-2 mm.
Further, the consolidation and maintenance of the poured anchor model specifically includes:
firstly, covering a top plate on a filled test box, then placing the test box on a test loading platform, and wrapping a wet towel at the periphery of the test box to keep the humidity in the test box;
then, setting consolidation pressure and consolidation time in advance, sequentially applying loads in stages according to 10%, 30%, 50%, 70% and 100% of the consolidation pressure, wherein the loading interval time of each stage is 8-10h, and maintaining for 28-40 days after the preset consolidation pressure is reached.
Further, a loading failure test is carried out on the anchoring body test piece, and the method specifically comprises the following steps:
firstly, removing the auxiliary fixing hoop sleeve, and applying the pre-tightening force of the anchor rod by using a torque wrench to ensure that the anchor rod and the detachable side plate are fixed stably;
and then, applying a vertical phase load to the anchoring body test piece by using a loading machine according to a preset loading rate until the anchoring body test piece is damaged.
Furthermore, the acquisition of the image of the anchoring body test piece in the loading process is realized by arranging a digital camera on one side of the detachable side plate and acquiring the image of the anchoring body test piece in the loading process by adopting the digital camera at a certain time interval.
Compared with the prior art, the invention has the beneficial effects that:
(1) the invention realizes the visual measurement of the deformation of the anchor rod-grouting body-surrounding rock system interface.
(2) The invention realizes the action mechanism of an anchoring system of simulation load-surrounding rock displacement-anchoring-bearing and can ensure the accuracy of the anchoring mechanical transfer model established based on test data.
(3) According to the invention, through the model test with the detachable side plate, the surrounding rock convergence displacement condition in the actual engineering can be simulated more truly, and through measuring the spatial and temporal evolution distribution characteristics of the strain field in the anchoring system under the coupling action conditions of load, surrounding rock displacement and anchoring force, a new thought is created for the deep soft rock anchoring system load transfer test research.
Drawings
The invention is described in further detail below with reference to the figures and specific embodiments.
FIG. 1 is a flow chart of an implementation of the present invention;
FIG. 2 is a schematic view of a fixing frame according to an embodiment of the present invention;
FIG. 3 is a schematic view of a detachable side plate according to an embodiment of the present invention;
FIG. 4 is a schematic structural diagram of a loading test apparatus according to an embodiment of the present invention;
FIG. 5 is a schematic cross-sectional view of a speckle arrangement location of an embodiment of the invention;
fig. 6 is a schematic three-dimensional structure diagram of an anchor test box after layered pouring according to an embodiment of the invention.
In the above figures, 1 fixes frames; 2, a detachable side plate; 3, a top plate; 4, grouting a cylinder; 5, anchoring the bolt; 6 speckle grains; 7 a digital camera; and 8, loading the machine.
Detailed Description
The embodiments and effects of the present invention will be described in further detail below with reference to the accompanying drawings.
Referring to fig. 1, the visual test method for the interface deformation of the soft rock anchoring body of the invention comprises the following steps:
specifically, the basic mechanical property parameters of the target soft rock are measured by adopting a single-axis test or a three-axis test: elastic modulus, Poisson's ratio, cohesion, internal friction angle, compressive strength, and tensile strength.
according to basic mechanical property parameters of the target soft rock, preparing a similar material of the target soft rock by adopting fused quartz powder, liquid paraffin and tridecane according to the mass ratio of 0.9:1:0.85, so that the basic mechanical property parameters of the similar material are close to the target soft rock; the preparation method comprises the following specific steps of; firstly, uniformly mixing liquid paraffin and n-tridecane at room temperature; and slowly adding the fused quartz powder under the stirring state, and continuously stirring for 1-2h after the addition is finished to obtain the similar material with certain viscosity. The fused quartz powder has the granularity of over 400 meshes, so that the mixing uniformity is ensured.
specifically; referring to fig. 2-4, the test chamber comprises a fixed frame 1 consisting of three side panels and a bottom panel, a removable side panel 2 and a top panel 3; a round hole matched with the diameter of the anchor rod 5 is formed in the detachable side plate 2; the assembling steps are as follows:
firstly, placing the detachable side plate 2 on one side of a fixed frame, and arranging an auxiliary fixed hoop sleeve on the periphery of a test box to form the test box with an open top; the curb plate 2 can be dismantled here just places in fixed frame 1 one side, and both are not fixed, are the supplementary fixed cuff cover that makes can dismantle curb plate 2 and fixed frame 1 formation upper end open-ended test box through each curb plate outlying of test box. The three side plates and the bottom plate can be integrally formed or can be formed by bonding high-strength glass cement.
Then, fixing the grouting cylinder 4 on the inner wall of the detachable side plate 2, wherein the grouting cylinder 4 and the anchor rod 5 are coaxial by bonding and fixing through high-strength glass cement; then inserting the anchor rod 5 into the circular hole, wherein the free end of the anchor rod 5 is flush with the grouting cylinder 4, and the anchoring end is fixed with the outer side wall of the detachable side plate 2 by adopting a nut;
the test box and the grouting cylinder 4 are made of transparent organic glass respectively, and the grouting cylinder 4 is a cylinder with openings at two ends, so that similar materials can fill the grouting cylinder 4 through the openings, as shown in fig. 6.
the specific process is as follows:
pouring the similar material of the target soft rock prepared in the step (2) into the test box from the opening at the top of the test box, and filling the test box layer by layer from bottom to top; after filling of each layer of similar materials is finished, immediately placing the test box in a vacuum box for vacuumizing for not less than 20min to remove bubbles;
when the distance between the space to be filled and the grouting cylinder is larger than a set threshold value, the filling height of each layer is not more than 20 mm;
when the distance between the space to be filled and the grouting cylinder is smaller than a set threshold value or the space to be filled is positioned in the grouting cylinder, the filling height of each layer is not more than 10 mm.
Further, when the similar material of the target soft rock is filled to a certain contact interface position among the similar material of the target soft rock, the grouting cylinder and the anchor rod, stopping filling, paving speckle particles on the current filling plane, and forming speckle lines parallel to the axis of the anchor rod at the position, wherein the color of the speckle particles is different among different interfaces; at least two lines of upper and lower speckle lines are arranged at each interface to monitor the shearing slippage phenomenon at two sides of the same interface. And then the filling is continued. Similar materials are also filled in the grouting cylinder in the embodiment of the invention; the speckle particles are quartz particles with the diameter of 1-2 mm. In the embodiment, one quartz powder particle is placed every 10mm along the central axis of the box body, and the color of the quartz powder particle in the same layer is the same, as shown in fig. 5 and 6.
as shown in FIG. 6, the test piece was placed on a TAW-2000 test loader 8 with the Z-axis direction facing upward to perform consolidation curing.
Firstly, covering a top plate on a filled test box, then placing the test box on a test loading platform, and wrapping a wet towel at the periphery of the test box to keep the humidity in the test box;
then, setting consolidation pressure and consolidation time in advance, sequentially applying loads in stages according to 10%, 30%, 50%, 70% and 100% of the consolidation pressure, wherein the loading interval time of each stage is 8-10h, maintaining for 30 days after the preset consolidation pressure is reached, and completely curing similar materials in a test box under the action of pressure to form the anchoring body test piece. If the consolidation time is 10d, the consolidation pressure is 1.5MPa, the consolidation pressure is applied in stages according to 10%, 30%, 50%, 70% and 100% of the preset pressure, the loading interval time of each stage is 10h, and the curing is carried out for 30d after the preset pressure is reached. And unloading step by step after the curing time is reached, wherein the unloading can be carried out for 5 times, and the pressure is relieved at intervals of 5 hours by 0.3 MPa. The loading system is shown in fig. 4.
And 6, carrying out a loading destruction test on the anchoring body test piece, collecting an image of the anchoring body test piece in the loading process, and obtaining deformation and displacement change of speckle grains in the whole loading process, so that interface shear strain distribution of the anchoring body test piece under the action of load is obtained.
Specifically, the method comprises the following steps: after the similar materials in the test box are solidified, the detachable side plate is bonded with the similar materials, so that the detachable side plate serves as an anchoring plate in an anchoring system and can slide laterally under the action of load; at the moment, the auxiliary fixing hoop sleeve can be removed, and the pre-tightening force of the anchor rod is applied by using the torque wrench, so that the anchor rod is fixed and stable with the detachable side plate.
And then, applying a vertical phase load to the anchoring body test piece by using a loading machine 8 according to a preset loading rate until the anchoring body test piece is damaged. In the embodiment, a TAW-2000 testing machine is used for applying normal phase load to the model according to the loading rate of 0.1mm/min, and the change of surrounding rock displacement and anchor rod anchoring force along with time is recorded; after the loading value of the top surface of the model is ensured to be constant, photographic light supplementing lamps are arranged on two sides of the model to ensure that the spot surface is uniformly illuminated by manual work, a high-resolution digital camera 7 is arranged at a position which is 0.5m away from the side plate in the vertical direction of the spot surface, the digital camera 7 is connected with an experimental field computer, and camera parameters are adjusted to enable the acquired image to reach the maximum definition; automatically collecting images by using a computer-controlled camera after the test is started, wherein the collection interval is 5 s; after the test is finished, digital speckle tracking analysis is carried out on color speckle point particles in the collected image by using two-dimensional digital photographic measurement software PhotoInfo to obtain two-dimensional deformation of scattered spots in the rock body, image correlation analysis is carried out to obtain a surrounding rock displacement cloud picture, and strain field distribution of an anchoring system is deduced by using a dislocation theory. According to shear strain distribution characteristics of a slurry rock interface and a slurry rod interface, internal strain distribution characteristics of an anchoring system medium, and time-varying characteristics of anchoring force and surrounding rocks, an anchoring force transmission mechanism and a surrounding rock reinforcing mechanism of an anchoring system are researched.
Aiming at the problems of complex geological conditions of deep anchoring engineering and undefined mechanical behavior of the anchoring body in deep soft rock, the invention designs a visual test method of soft rock anchoring interface deformation, provides a new path for the research of the interface mechanical property of the soft rock anchoring body, and improves the test accuracy.
The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (10)
1. A visual test method for interface deformation of a soft rock anchoring body is characterized by comprising the following steps:
step 1, measuring basic mechanical property parameters of target soft rock;
wherein, the basic mechanical property parameters comprise elastic modulus, Poisson ratio, cohesive force, internal friction angle, compressive strength and tensile strength;
step 2, preparing a similar material of the target soft rock based on the basic mechanical property parameters of the target soft rock;
step 3, assembling an anchoring body model test box, and installing an anchor rod and a grouting cylinder in the test box;
wherein, the grouting cylinder is a cylinder with two open ends;
step 4, pouring similar materials of the target soft rock in an anchor body model test box in a layered mode, and paving speckle particles on contact interfaces among the similar materials of the target soft rock, a grouting cylinder and the anchor rod respectively to form speckle lines parallel to the axis of the anchor rod;
wherein the speckle particles are different in color between different interfaces;
step 5, solidifying and maintaining the poured anchoring body model to form an anchoring body test piece;
and 6, carrying out a loading destruction test on the anchoring body test piece, collecting an image of the anchoring body test piece in the loading process, and obtaining deformation and displacement change of speckle grains in the whole loading process, so that interface shear strain distribution of the anchoring body test piece under the action of load is obtained.
2. The method for visually testing the interface deformation of the soft rock anchor body according to claim 1, wherein the basic mechanical property parameters of the target soft rock are measured by adopting a uniaxial test or a triaxial test.
3. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein the similar materials for preparing the target soft rock are specifically: preparing a similar material of the target soft rock by using fused quartz powder, liquid paraffin and n-tridecane according to the mass ratio of 0.9:1: 0.85; the method comprises the following specific steps: firstly, uniformly mixing liquid paraffin and n-tridecane at room temperature; and slowly adding the fused quartz powder under the stirring state, and continuously stirring for 1-2h after the addition is finished to obtain the quartz powder.
4. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein the anchor body model test box is assembled, and the anchor rod and the grouting cylinder are installed in the test box, specifically: the test box comprises a fixed frame consisting of three side plates and a bottom plate, a detachable side plate and a top plate; the detachable side plate is provided with a round hole matched with the diameter of the anchor rod; the assembling steps are as follows:
firstly, placing the detachable side plate on one side of a fixed frame, and arranging an auxiliary fixed hoop sleeve on the periphery of a test box to form the test box with an open top;
then, fixing the grouting cylinder on the inner wall of the detachable side plate to enable the grouting cylinder to be coaxial with the anchor rod; inserting the anchor rod into the circular hole, wherein the free end of the anchor rod is flush with the grouting cylinder, and the anchoring end is fixed with the outer side wall of the detachable side plate by adopting a nut;
wherein, proof box and slip casting drum are made by transparent material respectively.
5. The soft rock anchor body interface deformation visualization test method according to claim 4, wherein the similar materials of the target soft rock are poured in the anchor body model test box in layers, and specifically:
pouring the similar material of the target soft rock into the test box from the opening at the top of the test box, and filling the test box layer by layer from bottom to top; after filling of each layer of similar materials is finished, immediately placing the test box in a vacuum box for vacuumizing for not less than 20 min;
when the distance between the space to be filled and the grouting cylinder is larger than a set threshold value, the height of each layer of filling is not more than 20 mm:
when the distance between the space to be filled and the grouting cylinder is smaller than a set threshold value or the space to be filled is positioned in the grouting cylinder, the filling height of each layer is not more than 10 mm.
6. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein speckle particles are respectively paved on contact interfaces among similar materials of target soft rock, a grouting cylinder and an anchor rod, and specifically: and when the similar material of the target soft rock is filled to a certain contact interface position among the similar material of the target soft rock, the grouting cylinder and the anchor rod, stopping filling, paving the speckle particles on the current filling plane, and then continuing filling.
7. The method for the visual test of the interfacial deformation of the soft rock anchor body according to claim 1 or 6, wherein the speckle particles are quartz particles with the diameter of 1-2 mm.
8. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein the consolidation maintenance is performed on the poured anchor body model, and specifically comprises the following steps:
firstly, covering a top plate on a filled test box, then placing the test box on a test loading platform, and wrapping a wet towel at the periphery of the test box to keep the humidity in the test box;
then, setting consolidation pressure and consolidation time in advance, sequentially applying loads in stages according to 10%, 30%, 50%, 70% and 100% of the consolidation pressure, wherein the loading interval time of each stage is 8-10h, and maintaining for 28-40 days after the preset consolidation pressure is reached.
9. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein the loading destruction test is performed on the anchor body test piece, specifically:
firstly, removing the auxiliary fixing hoop sleeve, and applying the pre-tightening force of the anchor rod by using a torque wrench to ensure that the anchor rod and the detachable side plate are fixed stably;
and then, applying a vertical phase load to the anchoring body test piece by using a loading machine according to a preset loading rate until the anchoring body test piece is damaged.
10. The soft rock anchor body interface deformation visualization test method according to claim 1, wherein the acquisition of the anchor body test piece image in the loading process is that a digital camera is arranged on one side of the detachable side plate, and the digital camera is adopted to acquire the pictures of the anchor body test piece in the loading process at preset time intervals.
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| CN113670749A (en) * | 2021-08-20 | 2021-11-19 | 湖南大学 | Indoor accelerated degradation test device for performance of anchor-soil interface and using method |
| CN113933139A (en) * | 2021-09-29 | 2022-01-14 | 中国地质大学（武汉） | Sample preparation mold and sample preparation method for rock similar material |
| CN114858551A (en) * | 2022-04-28 | 2022-08-05 | 煤炭科学研究总院有限公司 | Method for monitoring deformation field at layered interface of layered sample |
| CN116087094A (en) * | 2023-01-16 | 2023-05-09 | 中煤科工重庆设计研究院(集团)有限公司 | Three-phase interface bonding performance test method and device based on digital image technology |
Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102706730A (en) * | 2012-06-12 | 2012-10-03 | 中国科学院武汉岩土力学研究所 | Two-dimensional visualized test device of work mechanism of anchoring system |
| CN102776900A (en) * | 2012-06-12 | 2012-11-14 | 中国科学院武汉岩土力学研究所 | Anchor system working mechanism two-dimensional test method |
| CN104764745A (en) * | 2015-04-21 | 2015-07-08 | 中国矿业大学 | Physical testing method capable of directly observing internal deformation of rock mass model |
| CN105675395A (en) * | 2016-02-01 | 2016-06-15 | 山东科技大学 | Testing system for interfacial stress transmission mechanism of soil anchorage body and testing method |
| CN205404285U (en) * | 2016-03-09 | 2016-07-27 | 海南大学 | Visual test device that draws of bar anchor plate |
| CN106092749A (en) * | 2016-06-03 | 2016-11-09 | 东北大学 | A kind of anchor rod drawing and measure on stress pulse assay device and method |
| CN106323766A (en) * | 2016-09-28 | 2017-01-11 | 同济大学 | Method for observing shear properties of contact surface between sandy soil and structure |
| CN107179396A (en) * | 2017-07-07 | 2017-09-19 | 东北大学 | Multifunctional built-up formula Geotechnical Engineering physics similar test system |
| CN107860651A (en) * | 2017-08-30 | 2018-03-30 | 中冶交通建设集团有限公司 | Anchor pole load transfer analysis method |
| CN207181166U (en) * | 2017-08-10 | 2018-04-03 | 山东建筑大学 | A kind of anchorage body interface mechanical characteristic test device for considering surrouding rock stress and influenceing |
| JP2019045219A (en) * | 2017-08-30 | 2019-03-22 | 国立大学法人福井大学 | Shearing force testing device |
| CN110045084A (en) * | 2019-03-14 | 2019-07-23 | 河海大学 | The experimental rig and method of foundation structure and the variation of Soil Interface microscopical structure under observation water |
| CN110376056A (en) * | 2019-06-27 | 2019-10-25 | 河海大学 | The Soil Interface of deep-sea anchor structure carefully sees evolution properties experimental rig and test method |
-
2020
- 2020-01-22 CN CN202010074259.6A patent/CN111220465B/en active Active
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102706730A (en) * | 2012-06-12 | 2012-10-03 | 中国科学院武汉岩土力学研究所 | Two-dimensional visualized test device of work mechanism of anchoring system |
| CN102776900A (en) * | 2012-06-12 | 2012-11-14 | 中国科学院武汉岩土力学研究所 | Anchor system working mechanism two-dimensional test method |
| CN104764745A (en) * | 2015-04-21 | 2015-07-08 | 中国矿业大学 | Physical testing method capable of directly observing internal deformation of rock mass model |
| CN105675395A (en) * | 2016-02-01 | 2016-06-15 | 山东科技大学 | Testing system for interfacial stress transmission mechanism of soil anchorage body and testing method |
| CN205404285U (en) * | 2016-03-09 | 2016-07-27 | 海南大学 | Visual test device that draws of bar anchor plate |
| CN106092749A (en) * | 2016-06-03 | 2016-11-09 | 东北大学 | A kind of anchor rod drawing and measure on stress pulse assay device and method |
| CN106323766A (en) * | 2016-09-28 | 2017-01-11 | 同济大学 | Method for observing shear properties of contact surface between sandy soil and structure |
| CN107179396A (en) * | 2017-07-07 | 2017-09-19 | 东北大学 | Multifunctional built-up formula Geotechnical Engineering physics similar test system |
| CN207181166U (en) * | 2017-08-10 | 2018-04-03 | 山东建筑大学 | A kind of anchorage body interface mechanical characteristic test device for considering surrouding rock stress and influenceing |
| CN107860651A (en) * | 2017-08-30 | 2018-03-30 | 中冶交通建设集团有限公司 | Anchor pole load transfer analysis method |
| JP2019045219A (en) * | 2017-08-30 | 2019-03-22 | 国立大学法人福井大学 | Shearing force testing device |
| CN110045084A (en) * | 2019-03-14 | 2019-07-23 | 河海大学 | The experimental rig and method of foundation structure and the variation of Soil Interface microscopical structure under observation water |
| CN110376056A (en) * | 2019-06-27 | 2019-10-25 | 河海大学 | The Soil Interface of deep-sea anchor structure carefully sees evolution properties experimental rig and test method |
Non-Patent Citations (2)
| Title |
|---|
| 刘燕等: "锚杆复合土钉支护协同作用的模型试验研究", 《岩土力学》 * |
| 宋义敏 等: "锚杆拉拔过程中锚固体系传力规律研究", 《采矿与安全工程学报》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111982671A (en) * | 2020-06-30 | 2020-11-24 | 天地科技股份有限公司 | Pressure arch visualization gravel anchoring test device and method |
| CN111982671B (en) * | 2020-06-30 | 2023-08-08 | 天地科技股份有限公司 | Pressure arch visualized broken stone anchoring test device and method |
| CN113670749A (en) * | 2021-08-20 | 2021-11-19 | 湖南大学 | Indoor accelerated degradation test device for performance of anchor-soil interface and using method |
| CN113670749B (en) * | 2021-08-20 | 2022-06-14 | 湖南大学 | Indoor accelerated degradation test device for performance of anchor-soil interface and using method |
| CN113933139A (en) * | 2021-09-29 | 2022-01-14 | 中国地质大学（武汉） | Sample preparation mold and sample preparation method for rock similar material |
| CN113933139B (en) * | 2021-09-29 | 2024-03-26 | 中国地质大学（武汉） | Rock similar material sample preparation mold and sample preparation method |
| CN114858551A (en) * | 2022-04-28 | 2022-08-05 | 煤炭科学研究总院有限公司 | Method for monitoring deformation field at layered interface of layered sample |
| CN116087094A (en) * | 2023-01-16 | 2023-05-09 | 中煤科工重庆设计研究院(集团)有限公司 | Three-phase interface bonding performance test method and device based on digital image technology |
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