CN111257101A - Group anchor effect model test device and detection method - Google Patents
Group anchor effect model test device and detection method Download PDFInfo
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- CN111257101A CN111257101A CN202010102372.0A CN202010102372A CN111257101A CN 111257101 A CN111257101 A CN 111257101A CN 202010102372 A CN202010102372 A CN 202010102372A CN 111257101 A CN111257101 A CN 111257101A
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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
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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
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
- G01N3/066—Special adaptations of indicating or recording means with electrical indicating or recording means
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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
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
- G01N3/068—Special adaptations of indicating or recording means with optical indicating or recording means
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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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/0202—Control of the test
- G01N2203/0208—Specific programs of loading, e.g. incremental loading or pre-loading
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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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/026—Specifications of the specimen
- G01N2203/0298—Manufacturing or preparing specimens
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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
- G01N2203/02—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
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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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
Abstract
The invention discloses a group anchor effect model test device and a detection method, wherein the device comprises a model box, a simulated stratum system is arranged in the model box, a group anchor system is arranged on one side of the model box and penetrates through the simulated stratum system in the model box, a load loading system is arranged above the model box, an anchor rod detection system is arranged on the group anchor system, and the anchor rod detection system is connected with a detection control system. The invention improves the existing group anchor detection device and detection method, and improves the test precision; the research on the group anchor effect influence factors is expanded and perfected, such as the integral consideration of the relation between the sliding surface and the anchor rod position, the spatial position form between the anchor rods, such as the angle, the vertical distance and the like, and the soil stress form and other factors, so that the group anchor effect coefficient obtained by the test is more accurate; a group anchor effect detection method based on an intelligent jack/intelligent loading system and under dynamic action such as vibration load is provided.
Description
Technical Field
The invention relates to the field of anchor rod system detection, in particular to a group anchor effect model test device and a detection method.
Background
The anchor rod supporting system is widely applied to the field of civil transportation due to the characteristics of economy, safety, flexibility, convenience, small disturbance to construction environment and the like, and is particularly favored in projects such as side slope, tunnel, foundation pit and underground chamber surrounding rock stable supporting. With the application of the anchor rod supporting system, the system has the characteristics of clustering, systematization and structuralization, and an anchor rod system model test is developed for ensuring that the anchor rod system can be safely operated. The research is relatively deep for the single anchor test in China and abroad, and a relatively complete test method and evaluation indexes are formed. At present, the research experiment aiming at the group anchor effect at home and abroad is mainly an uplift force model experiment, an uplift force-displacement relation curve is obtained based on the experiment, and the group anchor effect research is carried out by analyzing the interaction between the group anchors through researching the uplift force change.
Disclosure of Invention
The purpose of the invention is as follows: the invention aims to provide a group anchor effect model test device and a detection method, and solves the problems that the actual situation of a field anchor rod cannot be accurately simulated by an indoor test of an existing anchor rod group anchor system, and the test precision and the precision of a group anchor effect coefficient obtained by the test are improved.
The technical scheme is as follows: the invention comprises a model box, wherein a simulated stratum system is arranged in the model box, a group anchor system is arranged on one side of the model box, the group anchor system penetrates through the simulated stratum system in the model box, a load loading system is arranged above the model box, an anchor rod detection system is arranged on the group anchor system, and the anchor rod detection system is connected with a detection control system.
The load loading system comprises an intelligent loading system and a loading control system, wherein the intelligent loading system is connected with the loading control system, and the loading control system is mainly used for automatically controlling the intelligent loading system to provide single-stage loading, low-cycle cyclic loading or vibration load loading for the model.
The bottom of the intelligent loading system is provided with a rigid cushion layer which is fixed at the top of the model box, so that the load of the intelligent loading system can be uniformly transmitted to a simulated soil body.
The intelligent loading system adopts a jack, and the soil layer gravity is simulated through the intelligent loading system of the jack.
The group anchor system comprises a plurality of anchor rod anchoring systems, each anchor rod anchoring system comprises a bearing platform, an anchor rod system and an anchor device system, the anchor rod systems are inserted into the simulated stratum system of the model box, the anchor device systems and the bearing platforms are mainly used for setting the anchor rod anchoring ends, and meanwhile force measuring rings are convenient to arrange.
The anchor rod detection system comprises a force measuring ring and a strain system, the force measuring ring is located between the anchor device system and the bearing platform, the strain system is arranged in the anchor rod, the force measuring ring and the strain system are both connected with the detection control system, the force measuring ring is used for measuring the stress change of the anchor rod anchoring end in the loading process, and the detection control system is mainly used for recording the stress-strain change in real time.
The strain system adopts a strain gauge or an optical fiber and is used for measuring the strain change of the anchor rod in the loading process.
The periphery of the model box is provided with a counterforce frame, and the inner side of the top of the counterforce frame is fixed with an intelligent loading system, so that reliable loading is provided for the loading system.
The simulated stratum system comprises at least one simulated stratum, a simulated interface is formed between every two simulated stratums, another simulated interface is formed between the simulated stratum on the outermost side of the model box and the group anchor system, the simulated stratum is mainly used for simulating an anchoring engineering soil-rock layer contact surface, a slip surface or an advantageous slip surface, and the simulated interface can simulate various interface forms such as anchoring engineering anchoring, net hanging anchoring, lattice beam and lattice beam anchoring.
The detection method of the population anchor effect model test device comprises the following steps:
(1) designing a test device by utilizing a similar principle according to geological data and test site conditions;
(2) carrying out basic material property test according to the test design scheme;
(3) assembling the test mould, pouring or filling a simulated stratum, reserving an anchor rod hole when manufacturing the simulated stratum, and performing natural maintenance according to the material property;
(4) after the simulated formation maintenance is finished, installing an anchor rod anchoring system and a related detection system;
(5) debugging the device according to the design sliding surface;
(6) after debugging is finished, carrying out a group anchor system anchoring performance detection model test;
(7) and completely recording the stress-strain curve of the whole test stage through a detection system.
Has the advantages that: the invention improves the existing group anchor detection device and detection method, and improves the test precision; research on group anchor effect influence factors is expanded and perfected, such as integral consideration of factors such as the position relation between a sliding surface and anchor rods, the spatial position forms (angles, vertical distances and the like) between the anchor rods, the soil stress forms and the like, so that the group anchor effect coefficient obtained by the test is more accurate; a group anchor effect detection method based on an intelligent jack/intelligent loading system and under the action of power (vibration load) is provided.
Drawings
FIG. 1 is a schematic structural diagram of the present invention.
Detailed Description
The invention will be further explained with reference to the drawings.
As shown in FIG. 1, the present invention includes a mold box 13 to facilitate modeling and filling of the simulated formation to form a simulation interface. The periphery of the model box 13 is provided with a reaction frame 15, and the bottoms of the two sides of the reaction frame 15 are fixed on the ground through anchor bolts 16, so that the reaction frame 15 is reliably connected with the ground. The reaction frame 15 and the foundation bolts 16 belong to an auxiliary structure of a load loading system and are mainly used for reliably transferring loading reaction of the load loading system, the reaction frame 15 can be a steel frame, a bent frame or other structures, and deformation of the reaction frame 15 and the foundation bolts 16 is only required to be small to be ignored when load is applied. The top of the model box 13 is fixed with a load loading rigid cushion layer 3, and the top of the load loading rigid cushion layer 3 is provided with a load loading system. The load loading system comprises a plurality of intelligent loading systems 1 and a load control system 2, and is mainly used for simulating soil mass heaviness and simulating the soil mass heaviness according to model test similarity ratio conversion. The intelligent loading systems 1 are all connected with the loading control system 2, wherein the intelligent loading systems 1 are arranged between the load loading rigid cushion layer 3 and the reaction frame 15, and the loading control system 2 is placed at the top of the reaction frame 15. The intelligent loading system 1 adopts an intelligent jack to simulate the soil layer gravity; the loading control system 2 is mainly used for automatically controlling the intelligent loading system 1 and providing single-stage loading, low-cycle cyclic loading or vibration load loading for the model. The load loading system is erected on the load loading rigid cushion layer 3, so that the load of the intelligent loading system 1 can be uniformly transmitted to the simulated soil body. The load loading rigid cushion layer 3 has various shapes and can be of a lattice type or solid belly type structure, and the requirements on the structure are as follows: the load applied by the jack group can be reliably transmitted without increasing additional displacement.
The model box 13 adopts a box body structure with a detachable side, a group anchor system is inserted into a detachable end, the group anchor system comprises a plurality of anchor rod anchoring systems, the passive anchor rod is mainly researched, the active anchor rod can be tried to use, and the device can be used for setting the middle distance, the edge distance, the position relation between a sliding surface and the anchor rod, the space position (form angle, vertical distance) between the anchor rods and the like of the anchor rod system. The anchor rod anchoring system comprises a bearing platform 7, an anchor rod system 8 and an anchor system 9, wherein the anchor rod system 8 is inserted into a simulated soil body in a model box 13 and penetrates through all the simulated soil bodies, the anchor system 9 is arranged at the end part of the anchor rod system 8, the bearing platform 7 is arranged on one side, close to the model box 13, of the anchor system 9, a force measuring ring 6 is arranged between the anchor system 9 and the bearing platform 7, and the anchor system 9, the bearing platform, the anchor system 7 and the force measuring ring are tightly connected. The anchor system 9 and the bearing platform 7 are mainly used for setting the anchoring end of the anchor rod and are convenient for the arrangement of the force measuring ring 6, and the anchor rod system 8 in the figure refers to an anchor rod body and anchoring slurry.
The anchor rod anchoring systems are respectively provided with an anchor rod detection system which mainly comprises a force measuring ring 6 and a strain system 10, wherein the force measuring ring 6 is used for measuring the stress change of the anchoring end of the anchor rod in the loading process; the strain system 10 is used to measure bolt strain changes during loading. The force measuring ring 6 and the strain system 10 are both connected with the detection control system 11, and the detection control system 11 is mainly used for recording stress and strain changes in real time. The strain system 10 adopts a strain gauge or an optical fiber, the traditional detection means is strain gauge detection, the strain gauge is attached to the surface for corresponding detection, and the optical fiber detection technology is utilized for strain measurement.
One or more different simulated soil bodies can be poured into the model box 13, and two different simulated soil bodies are poured into the model box 13 shown in fig. 1, so that a first simulated ground layer 4 and a second simulated ground layer 14 are formed, wherein the first simulated ground layer 4 is positioned at the outermost side of the model box, a second simulated interface 12 is formed between the first simulated ground layer 4 and the second simulated ground layer 14, and a first simulated interface 5 is formed between the first simulated ground layer 4 and the bearing platform 7 of the anchor rod anchoring system.
The simulation interface is mainly used for simulating the real state of the on-site anchoring system, wherein the first simulation interface 5 can simulate various interface forms such as anchoring engineering anchor spraying, net hanging anchor spraying, lattice beam and lattice beam anchor spraying and the like, and can form a whole with the bearing platform 7 for anchoring of the anchor rod system. The second simulation interface 12 can simulate the contact surface, slip surface and dominant slip surface of the anchoring engineering soil rock layer, and the second simulation interface 12 shown in fig. 1 is the contact surface of two soil rock layers, which can also be regarded as the slip surface and/or dominant slip surface of the anchoring soil rock layer. The second simulation interface 12 can be a plane or a curved surface, and is configured to perform corresponding simulation according to actual geological survey data.
The simulated soil layer is mainly used for simulating the soil rock layer environment where the on-site anchoring system is located, and the principle of setting the simulated soil layer system is as follows:
1) performing corresponding simulation according to actual geological survey data, and setting the number of simulated strata and the soil body parameters to be consistent with the soil layer through which the anchor rod is designed to pass or performing simulation according to a similar principle;
2 no matter how the simulation is performed, the last layer thickness of the second simulated formation 14 is at least the anchor section length + the overbit depth for the bolt design. The simulated formations shown in fig. 1 are two earth formations, the first simulated formation 4 being an anchored body and the second simulated formation 14 being a bedrock/stabilized earth formation.
The detection method of the device comprises the following steps:
(1) according to geological data and test site conditions, designing a test device by utilizing a similar principle, such as the sizes of a model box, a rigid cushion layer and a reaction frame; simulating anchor rod system parameter design; distributing jacks of a loading system; designing the mix proportion of concrete; laying a simulated soil body/undisturbed sample; and (5) simulating interface template design.
(2) And performing basic material property tests according to a test design scheme, wherein the basic material property tests mainly comprise a particle analysis test, a relative density test, a soil body basic test such as limit water content and the like, and a basic test such as the elastic modulus, the tensile property, the shearing property and the like of the anchor rod.
(3) Assembling the test mould, verifying the tightness of the joint, pouring/filling a simulated stratum, reserving an anchor rod hole when manufacturing the simulated stratum, and then performing natural curing according to the material properties (cement mortar/concrete curing period is at least 28 days, sand curing period is at least 7 days, silt curing period is at least 10 days, unsaturated cohesive soil curing period is at least 15 days, and saturated cohesive soil curing period is at least 25 days).
(4) After the simulated formation maintenance is finished, installing an anchor rod anchoring system and a related detection system, if a first simulation interface is designed in the form of an anchor spraying interface, a net hanging anchor spraying interface, a lattice beam anchor spraying interface and the like, manufacturing the first simulation interface after the anchor rod anchoring system is installed, and maintaining for at least 28 days after the completion; meanwhile, relevant tests such as a simulated soil consolidation test, a direct shear test, a triaxial test and the like are carried out, and if a simulated rock stratum exists in the simulated soil body, relevant tests such as compression resistance, bending resistance, splitting resistance and the like are carried out on simulated rock stratum materials.
(5) And erecting and debugging the load loading system, the rigid cushion layer and the reaction frame according to the designed slip surface, verifying the loading reliability, and performing detection system debugging verification during the loading system debugging period to ensure that the detection system can normally work in the loading process.
(6) And after debugging is finished, carrying out a group anchor system anchoring performance detection model test, wherein the test comprises single-stage loading, low-cycle cyclic loading, vibration load loading test and the like, and the specific loading test is shown in the table I.
(7) And completely recording the stress-strain curve of the anchor rod in the whole test stage through a detection system for carrying out group anchor effect research to obtain a group anchor effect coefficient.
Table-test loading mode
The invention provides a simulation type simulation test device and a detection method aiming at the influence factors that an uplift force model test cannot truly simulate the real stress state of an anchor rod system, and the researched group anchor effect is only limited to the edge distance, the middle distance and the like. The device and the corresponding detection method not only simulate the real stress state of the passive anchor rod in the test, but also consider the middle distance and the edge distance aiming at the group anchor effect research, and influence other factors such as the position relation of the sliding surface and the anchor rod, the space position form (angle, vertical distance and the like) between the anchor rods, the soil stress form and the like on the anchor rod group anchor effect coefficient.
Claims (10)
1. The utility model provides a group anchor effect model test device, includes the mold box, the mold box in be equipped with simulation stratum system, one side of mold box is equipped with the group anchor system, the group anchor system run through the simulation stratum system in the mold box, its characterized in that, mold box top be equipped with load loading system, the group anchor system on be equipped with stock detecting system, stock detecting system be connected with detection control system.
2. The population anchor effect model test device of claim 1, wherein the load loading system comprises an intelligent loading system and a loading control system, and the intelligent loading system is connected with the loading control system.
3. The mass anchor effect model test device of claim 2, wherein a rigid cushion layer is arranged at the bottom of the intelligent loading system, and the rigid cushion layer is fixed at the top of the model box.
4. The mass anchor effect model test device of claim 3, wherein the intelligent loading system employs jacks.
5. The mass anchor effect model test device of claim 1, wherein the mass anchor system comprises a plurality of anchor rod anchoring systems, the anchor rod anchoring systems comprise a bearing platform, an anchor rod system and an anchor device system, and the anchor rod system is inserted into a simulated formation system of the model box.
6. The group anchor effect model test device of claim 1, wherein the anchor rod detection system comprises a force ring and a strain system, the force ring is located between the anchor system and the bearing platform, the strain system is arranged in the anchor rod, and the force ring and the strain system are both connected with the detection control system.
7. The mass-anchor effect model test device according to claim 6, wherein the strain system employs a strain gauge or an optical fiber.
8. The mass anchor effect model test device according to claim 1, wherein a reaction frame is arranged on the periphery of the model box, and an intelligent loading system is fixed on the inner side of the top of the reaction frame.
9. The test device of claim 1, wherein the simulated formation system comprises at least one simulated formation, a simulated interface is formed between every two simulated formations, and another simulated interface is formed between the outermost simulated formation of the model box and the group anchor system.
10. The detection method of the population anchor effect model test device based on any one of claims 1 to 9, characterized by comprising the following steps:
(1) designing a test device by utilizing a similar principle according to geological data and test site conditions;
(2) carrying out basic material property test according to the test design scheme;
(3) assembling the test mould, pouring or filling a simulated stratum, reserving an anchor rod hole when manufacturing the simulated stratum, and performing natural maintenance according to the material property;
(4) after the simulated formation maintenance is finished, installing an anchor rod anchoring system and a related detection system;
(5) debugging the device according to the design sliding surface;
(6) after debugging is finished, carrying out a group anchor system anchoring performance detection model test;
(7) and completely recording the stress-strain curve of the whole test stage through a detection system.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112098211A (en) * | 2020-09-17 | 2020-12-18 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN113356228A (en) * | 2021-06-18 | 2021-09-07 | 武汉理工大学 | Mixing test device for foundation pit supporting structure simulation |
| CN113624480A (en) * | 2021-08-27 | 2021-11-09 | 四川交达预应力工程检测科技有限公司 | Synchronous group anchor test system |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106018102A (en) * | 2016-07-29 | 2016-10-12 | 兰州大学 | Rammed earth historic site group anchorage pullout test system |
| CN106153470A (en) * | 2016-08-26 | 2016-11-23 | 中国电力科学研究院 | Test device is pulled out on rock-bolt |
| CN205958379U (en) * | 2016-08-26 | 2017-02-15 | 中国电力科学研究院 | Rock stock up -pull testing arrangement |
| CN107023041A (en) * | 2017-03-30 | 2017-08-08 | 上海理工大学 | Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect |
| CN107179396A (en) * | 2017-07-07 | 2017-09-19 | 东北大学 | Multifunctional built-up formula Geotechnical Engineering physics similar test system |
| CN107179276A (en) * | 2017-05-16 | 2017-09-19 | 华北水利水电大学 | The model test apparatus of Screw Anchor load displacement under real-time measurement lateral load |
| CN108193678A (en) * | 2018-01-24 | 2018-06-22 | 中冶沈勘工程技术有限公司 | The computational methods of rockwork anchor pole interaction boundary spacing and the ultimate pullout capacity computational methods of rockwork anchor pole |
| CN108755788A (en) * | 2018-06-29 | 2018-11-06 | 东北大学 | A kind of pull-out test loading device |
| CN110186760A (en) * | 2019-06-13 | 2019-08-30 | 河北建筑工程学院 | A kind of soil property anchor rod drawing test method for considering to change confining pressure condition |
-
2020
- 2020-02-19 CN CN202010102372.0A patent/CN111257101B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106018102A (en) * | 2016-07-29 | 2016-10-12 | 兰州大学 | Rammed earth historic site group anchorage pullout test system |
| CN106153470A (en) * | 2016-08-26 | 2016-11-23 | 中国电力科学研究院 | Test device is pulled out on rock-bolt |
| CN205958379U (en) * | 2016-08-26 | 2017-02-15 | 中国电力科学研究院 | Rock stock up -pull testing arrangement |
| CN107023041A (en) * | 2017-03-30 | 2017-08-08 | 上海理工大学 | Model test apparatus of the anchor pole to reinforcing landslide-mass influential effect |
| CN107179276A (en) * | 2017-05-16 | 2017-09-19 | 华北水利水电大学 | The model test apparatus of Screw Anchor load displacement under real-time measurement lateral load |
| CN107179396A (en) * | 2017-07-07 | 2017-09-19 | 东北大学 | Multifunctional built-up formula Geotechnical Engineering physics similar test system |
| CN108193678A (en) * | 2018-01-24 | 2018-06-22 | 中冶沈勘工程技术有限公司 | The computational methods of rockwork anchor pole interaction boundary spacing and the ultimate pullout capacity computational methods of rockwork anchor pole |
| CN108755788A (en) * | 2018-06-29 | 2018-11-06 | 东北大学 | A kind of pull-out test loading device |
| CN110186760A (en) * | 2019-06-13 | 2019-08-30 | 河北建筑工程学院 | A kind of soil property anchor rod drawing test method for considering to change confining pressure condition |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112098211A (en) * | 2020-09-17 | 2020-12-18 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN112098211B (en) * | 2020-09-17 | 2021-08-06 | 山东大学 | Experimental device and method for simulating multi-anchor coupling effect |
| CN113356228A (en) * | 2021-06-18 | 2021-09-07 | 武汉理工大学 | Mixing test device for foundation pit supporting structure simulation |
| CN113356228B (en) * | 2021-06-18 | 2022-04-29 | 武汉理工大学 | Mixing test device for foundation pit supporting structure simulation |
| CN113624480A (en) * | 2021-08-27 | 2021-11-09 | 四川交达预应力工程检测科技有限公司 | Synchronous group anchor test system |
| CN113624480B (en) * | 2021-08-27 | 2024-01-02 | 四川交达预应力工程检测科技有限公司 | Synchronous group anchor test system |
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| CN111257101B (en) | 2022-03-29 |
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