Creep-drawing coupling test device and method for deep composite rock stratum anchoring system

Abstract

The invention provides a creep-drawing coupling test device and method for a deep composite rock stratum anchoring system, and the device is used for simulating the in-situ stress state of a deep composite rock mass through a confining pressure pressurization assembly. The anchor rod drawing loading system can be used for applying a short-term low-strain-rate load to an anchor rod in a sample so as to simulate a creep-drawing coupling effect of a composite rock stratum anchoring system, and can also be used for applying a long-term low-strain-rate load so as to simulate an anchoring interface rheological effect, and the data monitoring assembly is used for monitoring deformation of the test piece. The control processing system collects various data measured in the experiment and is used for researching the bearing characteristics of the deep composite rock stratum anchoring system under the multi-strain-rate condition.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of rock mass engineering support, in particular to a creep-pulling coupling test device and method of deep composite rock stratum anchoring system. BACKGROUND

[0002] In deep roadway (tunnel) engineering, the anchor rod not only bears static stress and stress redistribution caused by excavation, but also is affected by multi-strain rate coupling of surrounding rock creep (low strain rate long-term effect). Under the multi-strain rate (static, creep) coupling effect, the deterioration mechanism of the mechanical properties of the anchoring interface is not clear, which leads to the difficulty of the existing anchor rod support design in accurately evaluating the long-term service performance. SUMMARY

[0003] In view of the technical problems in the background art, the present application provides a creep-pulling coupling test device and test method of deep composite rock stratum anchoring system. The creep-pulling coupling test device of deep composite rock stratum anchoring system simulates the in-situ stress state of deep composite rock mass and the creep-pulling coupling effect of the anchoring system through the confining pressure assembly and the anchor rod pulling loading system, thereby achieving the technical effect of researching the bearing characteristics of the deep composite rock stratum anchoring system under multi-strain rate conditions.

[0004] In the first aspect, the present application provides a creep-pulling coupling test device of deep composite rock stratum anchoring system, comprising: a sample, wherein a roadway and an anchor rod are arranged in the sample, one end of the anchor rod is fixed in the sample, and the other end of the anchor rod is arranged in the roadway; an anchor rod pulling loading system, which is connected with the anchor rod and is used for applying a pulling load to the anchor rod; a confining pressure assembly, which is in contact with the outer side wall of the sample and is used for applying a confining pressure to the sample; a data monitoring assembly, which is used for monitoring the physical data of the sample.

[0005] Further, in the present application, the surrounding rock pressure assembly comprises: a fixing frame, wherein the sample is arranged in the fixing frame, and the inner side wall of the fixing frame is in contact with at least two adjacent outer side surfaces of the sample; a first confining pressure loading unit and a second confining pressure loading unit, wherein the first confining pressure loading unit and the second confining pressure loading unit are arranged in the fixing frame and are used for simultaneously applying forces in a first direction and a second direction to the outer side wall of the sample, and the first direction and the second direction are perpendicular to each other.

[0006] Further, in the embodiment, the confining pressure assembly further comprises a rigid pad, the rigid pad is arranged on the sidewall of the sample, and the first confining pressure loading unit and the second confining pressure loading unit are in contact with the sample through the rigid pad.

[0007] Further, in the embodiment, the first confining pressure loading unit and the second confining pressure loading unit each comprise a hydraulic rod and an electro-hydraulic servo loading machine, one end of the hydraulic rod is fixedly connected with the fixed frame, the other end of the hydraulic rod is in contact with the outer sidewall of the sample, and the electro-hydraulic servo loading machine is in communication with the hydraulic rod and is used to drive the hydraulic rod.

[0008] Further, in the embodiment, the first confining pressure loading unit and the second confining pressure loading unit each further comprise a pressure monitor, the pressure monitor is arranged on the electro-hydraulic servo loading machine and is used to monitor the output pressure of the electro-hydraulic servo loading machine.

[0009] Further, in the embodiment, the anchor rod pulling loading system comprises a jacking device and an anchor rod lock, the anchor rod lock is fixedly arranged on the anchor rod, one end of the jacking device is connected with the anchor rod lock, and the other end of the jacking device is in contact with the inner sidewall of the sample.

[0010] Further, in the embodiment, the anchor rod pulling loading system further comprises a pressure sensing module and a displacement detector, the pressure sensing module is arranged between the jacking device and the sample and is used to monitor the force applied by the jacking device to the anchor rod, and the displacement detector is arranged at the end of the anchor rod and is used to monitor the displacement of the anchor rod.

[0011] Further, in the embodiment, the jacking device is a hydraulic jacking device.

[0012] Further, in the embodiment, the data monitoring assembly comprises an optical fiber and an optical fiber monitoring assembly, one end of the optical fiber is arranged in the sample, and the other end of the optical fiber is connected with the optical fiber monitoring assembly.

[0013] In a second aspect, the embodiment of the present application provides a creep-pulling coupling test method of a deep composite rock stratum anchoring system, characterized in that the creep-pulling coupling test device of the deep composite rock stratum anchoring system is applied, and the method specifically comprises the following steps: The sample is prepared by using a layered pouring process, and a roadway is arranged in the sample; The anchor rod pulling loading system is connected with the anchor rod on the sample, and a pulling load is applied to the anchor rod through the anchor rod pulling loading system; The confining pressure assembly is used to apply confining pressure to the sample, and the data monitoring assembly is used to monitor the physical data of the sample.

[0014] Beneficial effects: the present application provides a creep-pull coupling test device and method of deep composite rock stratum anchoring system, the device is used for simulating in-situ stress state of deep composite rock mass through confining pressure pressurizing assembly, anchor rod pull loading system can be used for applying short-term low strain rate load to anchor rod in the sample to simulate creep-pull coupling effect of composite rock stratum anchoring system, and long-term low strain rate load can also be applied to simulate anchoring interface rheological effect, data monitoring assembly is used for monitoring deformation of the test piece, and the control processing system collects various data measured in the experiment, and is used for researching bearing characteristics of deep composite rock stratum anchoring system under multi-strain rate conditions.

[0015] The above description is only a summary of the technical scheme of the present application, in order to more clearly understand the technical means of the present application, the specific embodiments of the present application can be implemented according to the content of the description, and in order to make the above and other purposes, characteristics and advantages of the present application more obvious and easy to understand, the following specific embodiments of the present application are described. BRIEF DESCRIPTION OF DRAWINGS

[0016] In order to more clearly illustrate the technical scheme of the present application, the following will briefly introduce the drawings used in the present application. Obviously, the drawings described below are only some embodiments of the present application, and other drawings can also be obtained by those skilled in the art without creating laborious work.

[0017] Figure 1 A frame diagram of a creep-pull coupling test device of deep composite rock stratum anchoring system provided by the embodiment of the present application; Figure 2 A structure schematic diagram of a creep-pull coupling test device of deep composite rock stratum anchoring system provided by the embodiment of the present application; Figure 3 The present application Figure 2 A partial enlarged view of part A in the present application.

[0018] Explanation of reference signs: 10, sample; 110, roadway; 120, anchor rod; 20, anchor rod pull loading system; 210, jacking device; 220, anchor rod lock; 230, pressure sensing module; 240, displacement detector; 30, confining pressure pressurizing assembly; 310, fixing frame; 320, first confining pressure loading unit; 330, second confining pressure loading unit; 340, rigid pad; 350, electro-hydraulic servo loading machine; 360, pressure monitor; 40, data monitoring assembly; 410, optical fiber; 420, optical fiber monitoring assembly. DETAILED DESCRIPTION

[0019] The embodiments of the present application will be described in detail below with reference to the drawings. The following examples are only used to more clearly illustrate the technical scheme of the present application, and therefore only serve as examples, but cannot be used to limit the protection scope of the present application.

[0020] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs; the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the present application; the terms "comprising," "comprises" and "including" as used herein are synonymous with and meant to have the same meaning as the term "including"; the term "comprising" as used herein is meant to be open-ended and include the possibility of one or more additional elements.

[0021] In the description of the embodiments of the present application, the technical terms "first", "second", etc. are only used to distinguish different objects, and cannot be understood as indicating or implying relative importance or implicitly indicating the number, specific order or primary and secondary relationship of the indicated technical features. In the description of the embodiments of the present application, the meaning of "a plurality of" is two or more, unless otherwise explicitly and specifically limited.

[0022] Reference herein to "an embodiment" means that a particular feature, structure, or characteristic described in connection with the embodiment can be included in at least one embodiment of the application. The appearance of the phrase in various places in the specification does not necessarily all refer to the same embodiment, nor is it necessarily independent or alternative embodiments to each other. It is explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0023] In the description of the embodiments of the present application, the term "and / or" is only a description of the association relationship of the associated objects, which means that there can be three relationships, for example, A and / or B, which can represent the three cases of A alone, A and B together, and B alone. In addition, the character " / " in this paper generally represents that the front and rear associated objects are a "or" relationship.

[0024] In the description of the embodiments of the present application, the term "a plurality of" refers to two or more (including two), and similarly, "a plurality of groups" refers to two or more groups (including two groups), and "a plurality of pieces" refers to two or more pieces (including two pieces).

[0025] In the description of the embodiments of the present application, the orientations or positional relationships indicated by the technical terms "center", "longitudinal", "transverse", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the embodiments of the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the embodiments of the present application.

[0026] In the description of the embodiments of the present application, unless otherwise explicitly specified and limited, the technical terms "mounting", "connection", "connection", "fixing" and the like should be understood in a broad sense, for example, can be fixed connection, can also be detachable connection, or integral; can be mechanical connection, can also be electrical connection; can be directly connected, can also be indirectly connected through an intermediate medium, can be the internal communication of two elements or the interaction relationship between two elements. For those skilled in the art, the specific meanings of the above terms in the embodiments of the present application can be understood according to the specific circumstances.

[0027] Anchoring anchor rod is widely used in mine rock mass engineering due to its simple process, economy, practicality and safety and reliability, especially in deep high stress environment, anchor rod support plays a key role in maintaining the stability of surrounding rock. However, deep composite rock mass shows significant creep characteristics under long-term high stress, which leads to continuous growth of surrounding rock deformation with time, and further affects the long-term bearing performance of anchoring anchor rod.

[0028] In deep roadway (tunnel) engineering, anchor rod not only bears static stress and stress redistribution caused by excavation, but also is affected by multi-strain rate coupling of surrounding rock creep (low strain rate long-term effect). Among them, the rock mass creep effect will cause progressive damage to the interface of anchoring body, reduce the bonding strength between anchor rod and surrounding rock, and further affect the pullout resistance of anchor rod.

[0029] At present, domestic and foreign scholars have carried out a lot of research on the pullout mechanical properties of anchor rod, but most of them are concentrated in static or short-time loading conditions, and there are few studies on the long-term mechanical behavior of anchor rod under the coupling action of deep composite rock mass creep-anchoring. Especially under the coupling action of multi-strain rate (static, creep), the degradation mechanism of the mechanical properties of the anchoring interface is not clear, which makes it difficult for the existing anchor rod support design to accurately evaluate the long-term service performance. Therefore, it is of great significance to improve the long-term stability of deep engineering anchor rod support to further study the influence of deep composite rock mass creep effect on the anchoring performance of anchor rod and reveal the damage evolution law of anchoring interface under the coupling action of multi-strain rate.

[0030] To solve the technical problem of how to provide a creep-pull coupling test device and method of a deep composite rock stratum anchoring system to study the bearing characteristics of the deep composite rock stratum anchoring system under a multi-strain rate condition, the application provides a creep-pull coupling test device and a testing method of a deep composite rock stratum anchoring system, wherein the in-situ stress state of the deep composite rock mass and the creep-pull coupling effect of the anchoring system are simulated through a confining pressure assembly and an anchor rod pull loading system, and the technical effect of studying the bearing characteristics of the deep composite rock stratum anchoring system under a multi-strain rate condition can be achieved.

[0031] In a first aspect, the embodiments of the application provide a creep-pull coupling test device of a deep composite rock stratum anchoring system, as shown in Figure 1 Figure 1 A frame diagram of the creep-pull coupling test device of the deep composite rock stratum anchoring system is provided, which comprises a sample 10, an anchor rod pull loading system 20, a confining pressure assembly 30, and a data monitoring assembly 40. The sample 10 is provided with a roadway 110 and an anchor rod 120. One end of the anchor rod 120 is fixed in the sample 10, and the other end of the anchor rod 120 is placed in the roadway 110. The anchor rod pull loading system 20 is connected with the anchor rod 120 and is used to apply a pull load to the anchor rod 120. The confining pressure assembly 30 is in contact with the outer side wall of the sample 10. The confining pressure assembly 30 is used to apply pressure to the outer side wall of the sample 10, so as to apply confining pressure to the sample 10. During the experiment, the physical data of the sample 10 are monitored by the data monitoring assembly 40, and the bearing characteristics of the deep composite rock stratum anchoring system under a multi-strain rate condition are studied.

[0032] For example, in the embodiment, the specific experimental steps of the creep-pull coupling test device of the deep composite rock stratum anchoring system are as follows: S1: preparing the sample 10; a surrounding rock matrix is prepared by a layered pouring process. A standard anchoring hole and a simulated roadway 110 structure are drilled in the cured surrounding rock matrix. The anchor rod 120 is vertically inserted into the reserved anchoring hole of the surrounding rock matrix. A pressure grouting process is used to fill the anchoring agent. The sample 10 meeting the test requirements is finally formed under standard curing conditions and aging treatment. Specifically, as Figure 2 ​As shown, in the embodiment, a sample mold is prepared, and materials of different materials are prepared into surrounding rock matrix by layer pouring process. After the surrounding rock matrix is cured, a roadway 110 is excavated in the surrounding rock matrix to simulate the structure of the roadway in the deep composite rock mass. A standard anchoring hole is drilled in the simulated roadway on the sample 10 mold, and an anchor rod 120 is vertically implanted in the reserved anchor hole. The anchor rod 120 is anchored by using a pressure grouting process. After the anchor rod 120 is firmly fixed on the sample 10, the sample 10 is placed in a standard curing condition for aging treatment until the test requirements are met, and the final test sample is formed.

[0033] S2: The prepared sample 10 is accurately placed in the test station, and the mechanical fixation and initial pre-tightening force of the sample 10 are completed by the confining pressure assembly 30.

[0034] As shown, Figure 2 As shown, in the embodiment, the confining pressure assembly 30 includes a fixing frame 310, a first confining pressure loading unit 320, and a second confining pressure loading unit 330. The sample 10 is placed in the fixing frame 310, and the inner side wall of the fixing frame 310 at least contacts two adjacent outer side surfaces of the sample 10. The first confining pressure loading unit 320 and the second confining pressure loading unit 330 are both arranged in the fixing frame 310 and used to simultaneously apply forces in the first direction and the second direction to the outer side wall of the sample 10, wherein the first direction and the second direction are perpendicular to each other.

[0035] Specifically, in the embodiment, the sample 10 has a rectangular structure, and the fixing frame 310 has a cuboid-shaped mounting cavity. The sample 10 is placed in the mounting cavity of the fixing frame 310, and the sample 10 is placed at the edge corner of the mounting cavity and precisely attached to the inner side wall of the fixing frame 310. The first confining pressure loading unit 320 and the second confining pressure loading unit 330 are both arranged in the fixing frame 310. The first confining pressure loading unit 320 and the second confining pressure loading unit 330 are driven to contact the outer side wall of the sample 10 and simultaneously apply pre-tightening force to the outer side wall of the sample 10, thereby completing the mechanical fixation and initial pre-tightening force application of the sample 10.

[0036] In some embodiments, as Figure 2As shown, the surrounding rock pressurizing assembly further comprises a rigid pad 340, which is arranged on the side wall of the sample 10, and the first and second confining pressure loading units 320 and 330 are in contact with the sample 10 through the rigid pad 340. It can be understood that in the present embodiment, the driving ends of the first and second confining pressure loading units 320 and 330 are indirectly in contact with the side wall of the sample 10 through the rigid pad 340, and the force exerted by the first and second confining pressure loading units 320 and 330 is dispersed through the rigid pad 340, so that the side wall of the sample 10 is more uniformly stressed.

[0037] S3: The confining pressure loading assembly 30 is used to accurately load the confining pressure on the sample 10 to simulate the actual environment of the deep composite rock stratum.

[0038] As shown in the drawings, Figure 2 As shown in the drawings, in the present embodiment, the first and second confining pressure loading units 320 and 330 each comprise a hydraulic rod and an electro-hydraulic servo loading machine 350, one end of the hydraulic rod is fixedly connected with the fixed frame 310, the other end of the hydraulic rod is in contact with the outer side wall of the sample 10, and the electro-hydraulic servo loading machine 350 is in communication with the hydraulic rod. It can be understood that in the present embodiment, the first and second confining pressure loading units 320 and 330 are driven by the electro-hydraulic servo loading machine 350, so that the confining pressure loading device can accurately control the force exerted on the sample 10, thereby accurately simulating the stress state in the real environment.

[0039] As shown in the drawings, Figure 2 As shown in the drawings, in some embodiments, the first and second confining pressure loading units 320 and 330 each further comprise a pressure monitor 360 arranged on the electro-hydraulic servo loading machine 350 for monitoring the output pressure of the electro-hydraulic servo loading machine 350. By monitoring the output pressure of the electro-hydraulic servo loading machine 350 through the pressure monitor 360, the experimental personnel can more intuitively obtain the confining pressure exerted by the confining pressure loading device on the sample 10, so as to facilitate the experimental personnel to adjust the size of the output hydraulic pressure of the electro-hydraulic servo loading machine 350, and more accurately simulate the actual environment of the deep composite rock stratum.

[0040] S4: Start the anchor rod pulling loading system 20 to realize the creep-pulling combined load test on the anchor rod 120 in the sample 10 through the anchor rod pulling loading system 20.

[0041] As shown in the drawings, Figure 3As shown, in this embodiment, the anchor bolt pull-out loading system 20 includes a lifting device 210 and an anchor bolt lock 220. The anchor bolt lock 220 is fixedly mounted on the anchor bolt 120. One end of the lifting device 210 is connected to the anchor bolt lock 220, and the other end contacts the inner wall of the specimen 10. In this embodiment, the lifting device 210 is fixed to the end of the anchor bolt 120 extending out of the specimen 10 by the anchor bolt lock 220, and the output end of the lifting device 210 contacts the inner wall of the specimen 10. In the creep-pull-out combined load test of the anchor bolt 120, the output end of the lifting device 210 abuts against the inner wall of the specimen 10, thereby applying an axial force to the anchor bolt 120, thus achieving the application of static / creep / relaxation pull-out load to the anchor bolt 120.

[0042] like Figure 3 As shown, in some embodiments, the anchor bolt pull-out loading system 20 further includes a pressure sensing module 230 and a displacement detector 240. The pressure sensing module 230 is disposed between the lifting device 210 and the sample 10 to monitor the force applied by the lifting device 210 to the anchor bolt 120; the displacement detector 240 is disposed at the end of the anchor bolt 120 to monitor the displacement of the anchor bolt 120. In this embodiment, the pull-out load of the anchor bolt 120 and the displacement of the anchor bolt 120 during the pull-out process are obtained by the pressure sensing module 230 and the displacement detector 240, respectively, and the bearing capacity characteristics of the anchor body are studied based on the experimentally measured data.

[0043] In some embodiments, the lifting device 210 is a hydraulic lifting device 210. It can be understood that, in this embodiment, the lifting device 210 is a hydraulic drive device. Hydraulic oil is input to the lifting device 210 through the electro-hydraulic servo loader 350, thereby driving the lifting device 210 to apply a load to the anchor rod 120. During this process, the hydraulic system can automatically and quickly compensate for pressure fluctuations caused by changes in piston position when creep deformation occurs in the sample 10 or the structure through real-time feedback and adjustment, thereby continuously applying a stable pull-out load to the anchor rod 120.

[0044] S5: The strain field data of the sample 10 is continuously collected by the data monitoring component 40, and a time-varying database is established to record the deformation characteristics of the whole cycle.

[0045] For example, in this embodiment, the data monitoring component 40 includes an optical fiber 410 and an optical fiber monitoring component 420. One end of the optical fiber 410 is disposed inside the sample 10, and the other end is connected to the optical fiber monitoring component 420. During use, when the sample 10 deforms, the optical fiber 410 inside the sample 10 will bend, thereby changing the propagation of the optical path inside the optical fiber 410. Therefore, the optical fiber monitoring component 420 obtains the strain field data of the sample 10 by detecting the change in the optical path inside the optical fiber 410.

[0046] Specifically, such as Figure 2As shown, in the present embodiment, the laying path of the optical fiber 410 needs to be planned before the pouring process of the sample 10, so that the optical fiber 410 is laid according to the preset path during the pouring process of the sample 10, and the end of the optical fiber 410 is reserved outside the sample 10. After the sample 10 is solidified, the end of the optical fiber 410 reserved outside the sample 10 is connected with the optical fiber monitoring assembly 420.

[0047] In a second aspect, the embodiments of the present application provide a creep-pull coupling test method of a deep composite rock stratum anchoring system, which applies the creep-pull coupling test device of any one of the above deep composite rock stratum anchoring system, and specifically includes the following steps: The sample is prepared by using a layered pouring process, and a roadway is formed in the sample; The anchor rod is connected with the anchor rod on the sample through the anchor rod pull loading system, and the anchor rod is pulled by the anchor rod pull loading system; The confining pressure is applied to the sample through the confining pressure pressurizing assembly, and the physical data of the sample is monitored through the data monitoring assembly.

[0048] In combination Figures 1-3 with the above, the embodiments of the present application provide a creep-pull coupling test method of a deep composite rock stratum anchoring system, and the specific steps are as follows: Step one: preparing the sample 10; the surrounding rock-like matrix is prepared by using a layered pouring process, the distributed optical fiber 410 is laid according to the preset path during the pouring process, the standard anchoring hole and the simulated roadway 110 structure are drilled on the solidified surrounding rock-like matrix, the anchor rod 120 is vertically inserted into the reserved anchor hole of the surrounding rock-like matrix, the pressure grouting process is used to fill the anchoring agent, and the sample 10 meeting the test requirements is finally formed under the standard curing conditions; Step two: the prepared sample 10 is accurately installed at the test station of the fixed frame 310, the three-dimensional space positioning of the sample 10 is realized by driving the rigid pad 340 through the first confining pressure loading unit 320 and the second confining pressure loading unit 330, and the mechanical fixation and initial pre-tightening force of the sample 10 are completed; Step three: the anchor rod lock 220, the pressure sensing module 230, and the hydraulic jacking device 210 are sequentially installed on the anchor rod 120, the displacement detector 240 is installed and adjusted to the standard measurement position, and the pressure sensing module 230 and the displacement detector 240 are connected with the control processing system; Step four: the hydraulic oil is injected into the first confining pressure loading unit 320 through the electro-hydraulic servo loading machine 350, and the accurate loading of the longitudinal confining pressure of the sample 10 is realized; Step five: the hydraulic oil is injected into the second confining pressure loading unit 330 through the electro-hydraulic servo loading machine 350, and the accurate loading of the transverse confining pressure of the sample 10 is realized; Step six: inject hydraulic oil into the hydraulic lifting device 210 to realize the creep-pull composite load test of the anchor rod 120 in the sample 10, and synchronously collect the load data of the pressure sensing module 230 and the displacement of the displacement detector 240; Step seven: continuously collect the strain field data of the sample 10 through the data monitoring assembly 40, and establish a time-varying database to record the full-cycle deformation characteristics.

[0049] It should be noted that the present application is not limited to the above-mentioned embodiments. The above-mentioned embodiments are only examples, and embodiments having the same technical idea and playing the same role and effect within the scope of the technical solutions of the present application are all included in the technical scope of the present application. In addition, within the scope of the main idea of the present application, various modifications that can be thought of by those skilled in the art are applied to the embodiments, and other ways constructed by combining part of the constituent elements in the embodiments are also included in the scope of the present application.

Claims

1. A creep-pull coupling test device for a deep composite rock stratum anchoring system, characterized by, The application relates to a creep-pulling coupling test device for a deep composite rock anchoring system, which comprises the following parts: a sample provided with a roadway and an anchor rod, one end of the anchor rod being fixed in the sample and the other end of the anchor rod being arranged in the roadway; an anchor rod pulling loading system connected with the anchor rod and used for applying a creep-pulling combined load to the anchor rod; a confining pressure loading assembly in contact with the outer side wall of the sample and used for applying a confining pressure to the sample; a data monitoring assembly used for monitoring the physical data of the sample; wherein the data monitoring assembly comprises an optical fiber and an optical fiber monitoring assembly, one end of the optical fiber being arranged in the sample and the other end of the optical fiber being connected with the optical fiber monitoring assembly.

2. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 1, wherein The confining pressure loading assembly comprises: a fixing frame, the sample being arranged in the fixing frame, and the inner side wall of the fixing frame being in contact with at least two adjacent outer side walls of the sample; a first confining pressure loading unit and a second confining pressure loading unit, both of which are arranged in the fixing frame and used for simultaneously applying forces in a first direction and a second direction to the outer side wall of the sample, wherein the first direction and the second direction are perpendicular to each other.

3. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 2, wherein The confining pressure loading assembly further comprises a rigid pad, the rigid pad being arranged on the side wall of the sample, and the first confining pressure loading unit and the second confining pressure loading unit being in contact with the sample through the rigid pad.

4. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 2, wherein Both the first confining pressure loading unit and the second confining pressure loading unit comprise a hydraulic rod and an electro-hydraulic servo loading machine, one end of the hydraulic rod being fixedly connected with the fixing frame, the other end of the hydraulic rod being in contact with the outer side wall of the sample, and the electro-hydraulic servo loading machine being in communication with the hydraulic rod and used for driving the hydraulic rod.

5. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 4, wherein Both the first confining pressure loading unit and the second confining pressure loading unit further comprise a pressure monitor arranged on the electro-hydraulic servo loading machine and used for monitoring the output pressure of the electro-hydraulic servo loading machine.

6. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 1, wherein The anchor rod pulling loading system comprises a jacking device and an anchor rod lock, the anchor rod lock being fixedly arranged on the anchor rod, one end of the jacking device being connected with the anchor rod lock and the other end of the jacking device being in contact with the inner side wall of the sample.

7. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 6, wherein The anchor rod pulling loading system further comprises a pressure sensing module and a displacement detector, the pressure sensing module being arranged between the jacking device and the sample and used for monitoring the force applied by the jacking device to the anchor rod, and the displacement detector being arranged at the end of the anchor rod and used for monitoring the displacement of the anchor rod.

8. The creep-pull coupling test apparatus for a deep composite ground anchor system according to claim 6, wherein The jacking device is a hydraulic jacking device.

9. A method of creep-pull coupling test of a deep composite rock stratum anchoring system, characterized in that, The creep-pulling coupling test device for the deep composite rock anchoring system is applied to the following steps: a sample is prepared by using a layered pouring process, and a roadway is arranged in the sample; an anchor rod pulling loading system is connected with the anchor rod on the sample, and a pulling load is applied to the anchor rod through the anchor rod pulling loading system; a confining pressure is applied to the sample through a confining pressure loading assembly, and the physical data of the sample is monitored through a data monitoring assembly.

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