CN114720167A - Testing device and testing method for underground rock tunnel surrounding rock lining structure - Google Patents
Testing device and testing method for underground rock tunnel surrounding rock lining structure Download PDFInfo
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- G—PHYSICS
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- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
- G01M99/007—Subject matter not provided for in other groups of this subclass by applying a load, e.g. for resistance or wear testing
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a test device and a test method for a surrounding rock lining structure of an underground rock tunnel, relating to the technical field of geotechnical engineering test equipment and comprising a counterforce wall, a force transmission base plate connected with the counterforce wall, a top cover plate, a surrounding rock model, a surrounding rock pressure loading module, a hydraulic loading module and a sensing module; the reaction wall quantity is a plurality of, each the reaction wall head and the tail connect gradually and enclose and form annular wall body, biography power backing plate sets up with reaction wall parallel interval, it is inboard that biography power backing plate is located annular wall body, each it encloses to close and forms the country rock model and places the space, under the drive of country rock pressure loading module: the force transmission base plate can be close to or far away from the counterforce wall; the top cover plate is assembled on the top of the annular wall body in a sealing mode, and the hydraulic loading module can inject water into the surrounding rock model placing space; a vertically extending tunnel is arranged in the surrounding rock model, and a reinforced concrete lining is laid on the circumferential surface of the tunnel.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering test equipment, in particular to a test device and a test method for a surrounding rock lining structure of an underground rock tunnel.
Background
The rock tunnel is an underground passage which is arranged in rock in engineering construction and has a closed section, such as water delivery power generation, flood discharge and diversion, transportation, site connection and the like. The lining of the surrounding rock is an engineering measure for supporting the surrounding rock by adopting materials such as concrete, reinforced concrete and the like in underground engineering. With the high-speed development of national economic construction, underground rock tunnels or rock tunnel projects such as railway tunnels, highway tunnels, long-distance water delivery tunnels, high-pressure water diversion tunnels and the like for transportation, traffic, water resource allocation, water conservancy and hydropower begin to be constructed on a large scale. Most of the projects are built in western parts of China and high mountainous and steep mountains in southwest, usually the projects need to pass through strata with complex occurrence environment and geological conditions, and a series of project problems such as large buried depth, large deformation of soft rock, rock burst, instability of surrounding rock in fault zone, large supporting difficulty and the like can be faced; in the operation process, the long-term action of complex environmental load, such as high ground stress, high external water pressure, creep of a movable fracture zone and the like, is faced, and the long-term operation safety of the engineering is threatened. At present, the stability research on the underground rock tunnel engineering mainly focuses on numerical simulation calculation and empirical formula calculation, and the research on model tests, particularly large scale tests, is less. However, currently, in the aspect of model test research of a lining structure of hydraulic and hydroelectric engineering, a plurality of defects exist: (1) the method is characterized in that only a model test is carried out on the lining structure, the loading mainly adopts a hub to simulate the action of internal and external water pressure, and the test can carry out a large-scale test, but cannot consider the combined bearing of the surrounding rock and the lining structure and cannot consider the real water load effect; (2) the joint bearing of the surrounding rock-lining structure is considered, the hydraulic jack or the hydraulic steel sleeper is adopted to simulate the action of surrounding pressure, the test scale is generally small, and the real water load action effect is not considered; (3) the joint bearing of the surrounding rock-lining structure is considered, the real water load is adopted to simulate the effect of the external water pressure and the internal water pressure, the surrounding pressure effect is not generally considered in the test, the real stress state of the surrounding rock is not considered, the test device is difficult to reuse, and the cost is high. In addition, the test basically adopts concrete or rock masses to be piled up to form a surrounding rock structure, and the copied rock mass structure state is not considered.
Disclosure of Invention
The invention provides a test device and a test method for a surrounding rock lining structure of an underground rock tunnel, which can simulate the effect of the simultaneous action of water load and the combined bearing of the surrounding rock lining structure.
The invention is realized by the following technical scheme:
a test device for a surrounding rock lining structure of an underground rock tunnel comprises a counterforce wall, a force transmission base plate connected with the counterforce wall, a top cover plate, a surrounding rock model, a surrounding rock pressure loading module, a hydraulic loading module and a sensing module; the reaction wall quantity is a plurality of, each the reaction wall head and the tail connect gradually and enclose and form annular wall body, biography power backing plate sets up with reaction wall parallel interval, it is inboard that biography power backing plate is located annular wall body, each it encloses to close and forms the country rock model and places the space, under the drive of country rock pressure loading module: the force transmission base plate can be close to or far away from the counterforce wall; the top cover plate is assembled on the top of the annular wall body in a sealing mode, and the hydraulic loading module can inject water into the surrounding rock model placing space; a vertically extending tunnel is formed in the surrounding rock model, and a reinforced concrete lining is laid on the circumferential surface of the tunnel; the sensing module is used for collecting mechanical data of the surrounding rock model in real time. As mentioned above, the invention provides a test device for a surrounding rock lining structure of an underground rock tunnel. When an actual test is carried out, firstly, a surrounding rock model capable of reflecting actual performance is manufactured, and sensing modules are reasonably arranged at each position in the surrounding rock model so as to facilitate the subsequent collection of mechanical data of the cofferdam model in the test process. Then, the surrounding rock model is placed into a surrounding rock model placing space formed by surrounding a force transmission base plate, and under the driving of a surrounding rock pressure loading module: the force transmission base plate can be close to or far away from the reaction wall so as to load force on the surrounding rock model and realize a simulation test of combined bearing of the surrounding rock and the lining structure. The counterforce wall is the foundation of the whole device. A vertically extending tunnel is arranged in the surrounding rock model, and a reinforced concrete lining is laid on the circumferential surface of the tunnel. The tunnel in the surrounding rock model can be excavated under the condition of the force applied by the force transmission base plate so as to simulate the mechanical change of the rock when the tunnel is actually excavated. The top cover plate is assembled on the top of the annular wall in a sealing mode, namely a sealed test space is formed by enclosing the ground, the reaction wall and the top cover plate, and the hydraulic loading module of the device injects water into the space to simulate the action effect of water load on surrounding rocks.
The further technical scheme is as follows:
the reaction wall comprises a shear wall, and concrete columns are fixed at two ends of the shear wall respectively; and a lubricating layer is laid at the bottom of an annular area formed by enclosing the reaction walls, and a bottom waterproof rubber pad is laid at the top of the lubricating layer.
Further: the concrete column outside parcel has the outsourcing steel pipe, and is adjacent the concrete column is connected through a plurality of horizontal H shaped steel roof beams, the shear force wall includes the outsourcing steel sheet that the interval set up, and it has high-strength concrete to fill between two outsourcing steel sheets, be provided with the splice bar in the shear force wall. Specifically, the reaction wall adopts a frame-SRC shear wall combined structure, each concrete column of the reaction wall adopts a steel tube-constrained steel concrete column structure, the outside of the steel tube-constrained steel concrete column structure is wrapped by square steel tubes, vertical H-shaped steel beams are arranged inside the steel tube-constrained steel concrete column structure, high-strength concrete materials are poured, each steel tube is provided with 3 nodes, the node disconnection positions are used for connecting 3 transverse H-shaped steel beams arranged in the shear wall, 3 vertical H-shaped steel beams are arranged in each shear wall, and the H-shaped steel beams which are longitudinally and transversely staggered form a framework structure of the reaction wall. The structure has good constraint effect and high axial pressure ratio limit value, and makes full use of the strength of high-strength concrete and high-strength steel. Horizontal steel bars, vertical steel bars and stirrups are arranged in a wall to form a steel bar mesh structure of the wall, I-shaped steel bars are welded on steel plates wrapped outside the two sides of the wall in a longitudinal and transverse staggered mode, the steel bars with the equal distance of 500mm are welded between the steel plates wrapped outside and the steel bar mesh, connecting bars are bent into a U shape, and the bent part is guaranteed to have enough length to be welded on the steel plates wrapped outside. And finally, pouring a high-strength concrete material in the wall body to form the whole counter-force bearing device.
Further: the top cover plate comprises a steel structure frame and a polycarbonate plastic plate arranged in the steel structure frame, and the polycarbonate plastic plate is transparent. The top cover plate for full sealing is formed by combining a steel structure frame and polycarbonate plastic, and the polycarbonate plastic has the characteristics of high strength, high impact strength, fatigue resistance, no stress cracking and the like, is easy to form and has good transparency. The top cover plate is characterized in that a steel skeleton in a thin hexahedral shape is formed by high-strength steel, a polycarbonate plastic thick plate is embedded into the steel skeleton, and the top cover is reinforced by the polycarbonate plastic thick plate which is vertically distributed in a longitudinal and transverse staggered manner in the top cover frame.
Further: a sealing groove is formed in the top of the counter-force wall, and a sealing strip corresponding to the sealing groove is arranged on the bottom surface of the top cover plate; the edge of the round opening at the top end of the reinforced concrete lining is provided with a sealing gasket, and the top cover plate is provided with a flange plate which is used for being jointed and connected with the sealing gasket; and a top waterproof rubber pad is laid at the top of the surrounding rock model. In this technical characteristic, according to the position of the seal groove that the counterforce wall top set up, correspondingly at top cap lower part welding round sealing strip, simultaneously according to the position of tunnel lining cutting structure at top cap sub-unit connection round ring flange, laid the waterproof rubber pad in top at the top of country rock model to avoid water from the gap seepage between the top cap and the top round mouth edge of reinforced concrete lining, reach whole test device's totally enclosed purpose. After the device is sealed, the top cover part is connected with the holes in the large-scale counterforce wall in the test hall through four steel beams, so that the whole test device is fixed and the counterforce of the top cover is borne.
And further: the materials of the surrounding rock model comprise rock powder and cement mortar. The surrounding rock model can be manufactured by a 3D printing technology, and the manufacturing method specifically comprises the following steps: step 1, acquiring stratum lithology characteristics, geological structure (structural surfaces such as faults, joint cracks and the like), rock weathering characteristics and the like of rock mass in a tunnel (road) engineering area through geological measurement, geophysical prospecting, drilling, geological personnel field investigation and geological sketch; step 2, constructing a three-dimensional geological generalized model capable of reflecting a three-dimensional structural surface network system of the engineering area through self-compiled three-dimensional geological modeling software; step 3, scaling the three-dimensional geological generalized model to the size proportion of the experimental design by an equal scale, then obtaining grid unit information, node coordinate information, structural plane position information and the like of the scaled model, and then importing three-dimensional modeling software (such as rhinoceros Rhino) into the three-dimensional geological generalized model; step 4, constructing a 3D entity model of the geological generalized model in the three-dimensional modeling software, and leading out the 3D numerical simulation model in blocks to an stl file for 3D printing; and 5, taking the rock powder of the test object as a raw material, forming a material similar to the mechanical property of the on-site rock mass by matching and combining the rock powder with cement mortar and the like, and constructing a surrounding rock model reflecting the characteristics and the structural characteristics of the rock mass of the test object in a layer-by-layer printing mode through a 3D printer.
Further: the number of the reaction walls is four, and the trend of an annular wall body formed by enclosing the reaction walls is square; the surrounding rock pressure loading module comprises a hydraulic jack, the hydraulic jack is fixed on the counterforce wall, and the hydraulic jack is connected with the force transmission base plate through a hydraulic rod; the counter-force wall is provided with an oil path inlet and an oil path outlet, the jack penetrates through the oil path inlet and the oil path outlet through a high-pressure oil pipe to be connected with the hydraulic pump to the outer side of the counter-force wall, and the high-pressure oil pipe is provided with a pressure gauge; two jacks correspondingly arranged on the opposite side of the reaction wall are controlled by the same hydraulic pump; the device also comprises a guide rail arranged at the bottom, wherein a roller is arranged in the guide rail, and the force transmission base plate is assembled with the guide rail in a sliding way through the roller. The actual operation mode is that after the counter-force wall is poured, a hydraulic jack is installed on a fixed support of the inner wall of the counter-force wall, a force transmission base plate and the inner wall of the counter-force wall are placed on a guide rail of a base plate of the counter-force wall in parallel, a hydraulic rod between the force transmission base plate and the inner wall of the counter-force wall is connected, the force transmission reinforced concrete base plate is fixed, and then a high-pressure oil pipe is connected according to a designed oil circuit connection scheme to form 2 independent surrounding rock pressure loading systems; a lubricating layer is laid at the bottom of an area where the test object surrounding rock model is placed on the inner wall of the counterforce wall, a polytetrafluoroethylene high-strength film material is adopted, and then a rubber pad is laid on the lubricating layer for realizing the waterproof sealing operation of the model in the follow-up process.
And further: the hydraulic loading module comprises a high-pressure water pipe, a water outlet valve hole is formed in the reaction wall, and a water outlet pipe communicated with the inner side and the outer side of the reaction wall is arranged in the water outlet valve hole. The high-pressure water pipe is used for pumping water into the device body, and the water outlet pipe is used for discharging water in the device after the test is completed.
Further: the sensing module comprises an acoustic generator, a waterproof strain gauge, a steel bar meter, a fiber bragg grating sensor, a vibrating wire type pore water pressure meter, a soil pressure meter, a signal data acquisition instrument, a vibrating wire data recorder, an optical fiber data recorder and a computer data analysis system. Specifically, before the test begins, the surrounding rock model is integrally hoisted to the upper part of the bottom waterproof rubber pad inside the reaction wall through the crane beam, and the position of the surrounding rock model is fixed. And then, the hydraulic jack, the force-transferring reinforced concrete base plate and the surrounding rock model are tightly attached together by adjusting the initial output of the hydraulic jack. After all test conditions are prepared, cables of the monitoring instrument are connected to a corresponding data acquisition instrument, surrounding rock pressure around is uniformly applied according to a test scheme through a hydraulic pump according to a certain proportion until a design value is reached, the whole surrounding rock model is in a designed stress state, then according to the size of a tunnel of the test scheme, excavation of a tunnel rock mass is simulated by an electric drill, the tunnel rock mass is gradually pushed downwards until the whole tunnel is excavated, and data of stress strain and acoustic emission are acquired in real time in the tunnel excavation process so as to perform first-stage result analysis. After the first-stage test is completed, placing a steel reinforcement cage with a lining model structure and a lining inner wall template in the excavated tunnel, attaching a strain-measuring reinforcement meter to circumferential reinforcements and longitudinal reinforcements in the manufactured steel reinforcement cage, and arranging an optical fiber sensor on the circumferential reinforcements; and then pouring a concrete material, removing the template inside the lining model after curing for 28 days, attaching an acoustic emission sensor and a resistance type strain gauge inside the lining, and pouring a layer of epoxy resin sealing layer at the bottom of the lining model structure. Then, the water tank, the hydraulic pump, the pressure stabilizing tank and the pressure gauge are sequentially connected through the high-pressure water pipe and the three-way valve and are connected with a water inlet on the reaction wall, and a set of water pressure loading pressure stabilizing system is formed. The top cover plate is manufactured, the cover plate is fixed at the top of the reaction wall, a sealing strip at the lower part of the cover plate is tightly attached to a sealing groove of the reaction wall, a water swelling water stop is laid in a concave groove, meanwhile, a lining model area is tightly connected with a flange plate of a top cover, a middle sealing gasket and a flange plate at the top of the lining model through bolts, and a waterproof rubber gasket is arranged between the top cover plate and a surrounding rock model at the lower part, so that a waterproof sealing structure is formed between the reaction wall and the lining, and thus, external water pressure can be applied through a water pressure loading system, and experimental research of a surrounding rock-lining structure of the tunnel in the operation period is carried out.
The invention also provides a test method of the underground rock tunnel surrounding rock lining structure, and the test device of the underground rock tunnel surrounding rock lining structure comprises the following steps:
step 1: attaching strain gauges to the parts, needing to be monitored, of the inner wall and the outer wall of the reinforced concrete lining structure; attaching a steel bar meter for measuring strain on the circumferential steel bar and the longitudinal steel bar in the lining; laying an optical fiber sensor on the lining circumferential steel bar; arranging a vibrating wire data recorder on the outer wall of the lining for measuring the interaction force between the lining model and the surrounding rock model;
step 2: systematically attaching waterproof strain gauges at certain intervals and angles inside the surrounding rock model to measure the distribution characteristics of the deformation field of the whole surrounding rock model; arranging a vibrating string type pore water pressure gauge in the surrounding rock model according to a certain distance and angle, and measuring the change characteristics of a seepage field under the conditions of external water internal seepage and internal water external seepage after the lining is cracked; an earth pressure gauge is arranged between the force-transferring reinforced concrete base plate and the surrounding rock model and is used for measuring the pressure value born by the surrounding rock model in the test process;
and step 3: arranging an acoustic emission sensor on the inner wall of the lining for measuring the damage and fracture characteristics of the surrounding rock and the lining structure in the test process;
and 4, step 4: and (3) guiding all monitoring instrument data to a computer, performing post-processing on the collected stress strain, pressure value, water pressure value, sound wave and other data through corresponding data analysis software, analyzing the response characteristics of the surrounding rock structure under different pressure loads and the stress-strain relationship of reinforcing steel bars and concrete in the lining structure, and opening the upper cover plate to analyze and research the damage forms of the surrounding rock model and the lining structure after the test is finished.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. the workpiece positioning and clamping device has wide applicability of the provided test device and test measurement method, and can be used for carrying out test research on the stability of underground cavern engineering such as hydraulic tunnels (with pressure and without pressure), railway tunnels, highway tunnels and the like;
2. the workpiece positioning and clamping device has the advantages that the provided counterforce frame is high in bearing performance and good in stability, the installation and the test of a test model are facilitated, the study on a test object with a variable size can be carried out, and the appearance change characteristic of the test object can be observed in real time in the test process due to the fact that the top cover is of a transparent structure;
3. according to the workpiece positioning and clamping device, the proposed surrounding rock model carries out three-dimensional numerical modeling according to on-site geological survey and record, and is manufactured by adopting a 3D printing technology, so that the structural characteristics of an underground engineering rock mass can be simulated more accurately;
4. the invention relates to a workpiece positioning and clamping device.A proposed underground engineering external force loading device is divided into two parts of surrounding rock and water pressure loading, wherein the surrounding rock pressure is loaded in a way that a hydraulic steel sleeper extrudes a surrounding rock structure to conduct stress, the water pressure is loaded by adopting real water pressure, the two parts are not interfered with each other and can be loaded in a coordinated and graded manner, and all levels of loading processes under complex loading conditions can be met to the maximum extent;
5. the invention relates to a workpiece positioning and clamping device, and provides a test method and a measurement system which can be used for researching the test research of the excavation process and the operation process of a rock mass underground engineering tunnel (channel) and the test acquisition and analysis of comprehensive data.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and that for those skilled in the art, other related drawings can be obtained from these drawings without inventive effort. In the drawings:
FIG. 1 is an overall schematic view of the present invention;
FIG. 2 is a schematic view of a concrete column according to the present invention;
FIG. 3 is a schematic view of a shear wall of the present invention;
FIG. 4 is a schematic top cross-sectional view of the present invention;
FIG. 5 is a front cross-sectional view of the present invention.
Reference numbers and corresponding part names in the drawings:
1-counterforce wall, 2-force transmission backing plate, 3-top cover plate, 4-surrounding rock model, 11-shear wall, 12-concrete column, 13-lubricating layer, 14-bottom waterproof rubber pad, 31-steel structure frame, 32-polycarbonate plastic plate, 33-flange plate, 41-reinforced concrete lining, 42-sealing gasket, 43-tunnel, 44-epoxy resin sealing layer, 45-top waterproof rubber pad, 51-hydraulic jack, 52-pressure gauge, 53-high pressure oil pipe, 54-guide rail, 55-roller, 61-high pressure water pipe, 62-water outlet pipe, 111-outer wrapping steel plate, 112-connecting rib, 113-sealing groove, 121-outer wrapping steel pipe and 122-transverse H-shaped steel beam.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. However, it will be apparent to one of ordinary skill in the art that: it is not necessary to employ these specific details to practice the present invention. In other instances, well-known structures, circuits, materials, or methods have not been described in detail so as not to obscure the present invention.
Throughout the specification, reference to "one embodiment," "an embodiment," "one example," or "an example" means: the particular features, structures, or characteristics described in connection with the embodiment or example are included in at least one embodiment of the invention. Thus, the appearances of the phrases "one embodiment," "an embodiment," "one example" or "an example" in various places throughout this specification are not necessarily all referring to the same embodiment or example. Furthermore, the particular features, structures, or characteristics may be combined in any suitable combination and/or sub-combination in one or more embodiments or examples. Further, those of ordinary skill in the art will appreciate that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
In the description of the present invention, the terms "front", "rear", "left", "right", "upper", "lower", "vertical", "horizontal", "upper", "lower", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and therefore, should not be construed as limiting the scope of the present invention.
Example 1
As shown in fig. 1 to 5, the test device for the wall rock lining structure of the underground rock tunnel comprises a reaction wall 1, a force transmission base plate 2 connected with the reaction wall 1, a top cover plate 3, a wall rock model 4, a wall rock pressure loading module, a hydraulic loading module and a sensing module; 1 quantity of reaction wall is a plurality of, each 1 end to end of reaction wall connects gradually encloses and closes and form annular wall body, biography power backing plate 2 sets up with 1 parallel interval of reaction wall, it is inboard that biography power backing plate 2 is located annular wall body, each 2 enclose to close and form the surrounding rock model 4 and put the space, under the drive of surrounding rock pressure loading module: the force transmission base plate 2 can be close to or far away from the counterforce wall 1; the top cover plate 3 is hermetically assembled at the top of the annular wall body, and the hydraulic loading module can inject water into the surrounding rock model 4 placing space; a vertically extending tunnel 43 is formed in the surrounding rock model 4, and a reinforced concrete lining 41 is laid on the circumferential surface of the tunnel 43; the sensing module is used for collecting mechanical data of the surrounding rock model 4 in real time.
As mentioned above, the application provides a testing device of underground rock tunnel country rock lining structure. During an actual test, a surrounding rock model 4 capable of reflecting actual performance is manufactured firstly, and sensing modules are reasonably arranged at each position in the surrounding rock model 4 so as to collect mechanical data of the cofferdam model in the test process in the following process. Then, a surrounding rock model 4 is placed into a surrounding rock model placing space formed by surrounding the force transmission base plate 2, and under the driving of a surrounding rock pressure loading module: the force transmission base plate 2 can be close to or far away from the reaction wall 1 so as to load force on the surrounding rock model 4 and realize a simulation test of combined bearing of the surrounding rock-lining structure. The counterforce wall 1 is the basis of the whole device. A vertically extending tunnel 43 is arranged in the surrounding rock model 4, and a reinforced concrete lining 41 is laid on the circumferential surface of the tunnel 43. The tunnel 43 in the surrounding rock model 4 can be excavated under the force applied by the force-transmitting backing plate 2 to simulate the mechanical change of rock when the tunnel is actually excavated. The top cover plate 3 is assembled on the top of the annular wall in a sealing mode, namely a sealed test space is formed by the ground, the reaction wall 1 and the top cover plate 3 in a surrounding mode, and a hydraulic loading module of the device injects water into the space to simulate the action effect of water load on surrounding rocks.
The reaction wall 1 comprises a shear wall 11, and concrete columns 12 are respectively fixed at two ends of the shear wall 11; and a lubricating layer 13 is laid at the bottom of an annular area formed by enclosing the reaction walls 1, and a bottom waterproof rubber pad 14 is laid at the top of the lubricating layer 13.
The outer side of each concrete column 12 is wrapped by an outer-wrapped steel tube 121, the adjacent concrete columns 12 are connected through a plurality of transverse H-shaped steel beams 122, each shear wall 11 comprises outer-wrapped steel plates 111 arranged at intervals, high-strength concrete is filled between every two outer-wrapped steel plates 111, and connecting ribs 112 are arranged in the shear walls 11. Specifically, the reaction wall 1 adopts a frame-SRC shear wall 11 composite structure, each concrete column 12 adopts a steel tube-reinforced concrete column 12 structure, the exterior of the steel tube-reinforced concrete column 12 structure is wrapped by a square steel tube, a vertical H-shaped steel beam is arranged inside the steel tube-reinforced concrete column, and a high-strength concrete material is poured, each steel tube is provided with 3 nodes, the node disconnection portion is used for connecting 3 horizontal H-shaped steel beams 122 arranged in the shear wall 11, and 3 vertical H-shaped steel beams are arranged in each shear wall 11, so that the vertical and horizontal staggered H-shaped steel beams form a framework structure of the reaction wall 1. The structure has good constraint effect and high axial pressure ratio limit value, and makes full use of the strength of high-strength concrete and high-strength steel. Horizontal reinforcing steel bars, vertical reinforcing steel bars and stirrups are distributed in a wall to form a reinforcing steel bar mesh structure of the wall, I-shaped steel bars are welded on outer-coated steel plates 111 on two sides of the wall in a longitudinal and transverse staggered mode, the outer-coated steel plates 111 and the reinforcing steel bar mesh are welded together by using reinforcing steel bars with the distance of 500mm from top to bottom and from left to right, and connecting bars 112 are bent into a U-shaped shape to ensure that the bent part has enough length to be welded on the outer-coated steel plates 111. And finally, pouring a high-strength concrete material in the wall body to form the whole counter-force bearing device.
The top cover plate 3 comprises a steel structure frame 31 and a polycarbonate plastic plate 32 arranged in the steel structure frame 31, wherein the polycarbonate plastic plate 32 is transparent. The top cover plate 3 for full sealing is formed by combining a steel structure frame 31 and polycarbonate plastic, and the polycarbonate plastic has the characteristics of high strength, high impact strength, fatigue resistance, no stress cracking and the like, is easy to form and has good transparency. The steel skeleton of the thin hexahedron form of the top cover plate 3 is formed by high-strength steel, a polycarbonate plastic thick plate is embedded into the steel skeleton, and the polycarbonate plastic thick plate which is vertically and transversely staggered and vertically distributed is adopted to reinforce the top cover inside the top cover frame.
A sealing groove 113 is formed in the top of the reaction wall 1, and a sealing strip corresponding to the sealing groove 113 is arranged on the bottom surface of the top cover plate 3; a sealing gasket 42 is arranged at the edge of a round opening at the top end of the reinforced concrete lining 41, and the top cover plate 3 is provided with a flange plate 33 which is used for being attached and connected with the sealing gasket 42; and a top waterproof rubber pad 45 is laid at the top of the surrounding rock model 4. In this technical characteristic, according to the position of the seal groove 113 that the reaction wall 1 top set up, correspondingly at top cap lower part welding round sealing strip, simultaneously according to the position of tunnel 43 lining cutting structure at top cap sub-unit connection round ring flange 33, laid top waterproof rubber pad 45 at the top of country rock model 4 to avoid water from the gap seepage between the top cap and the top round mouth edge of reinforced concrete lining 41, reach whole test device's totally enclosed purpose. After the device is sealed, the top cover part is connected with the holes in the large-scale reaction wall 1 in the test hall through four steel beams, so that the whole test device is fixed and the reaction force of the top cover is borne.
The surrounding rock model 4 is made of rock powder and cement mortar. The surrounding rock model 4 can be manufactured by a 3D printing technology, and the manufacturing method specifically includes the following steps: step 1, acquiring stratum lithology characteristics, geological structure (structural surfaces such as faults, joint cracks and the like), rock weathering characteristics and the like of rock mass in a tunnel 43 (engineering area) through geological measurement, geophysical prospecting, drilling, geological personnel on-site investigation and geological sketch; step 2, constructing a three-dimensional geological generalized model capable of reflecting a three-dimensional structural surface network system of the engineering area through self-compiled three-dimensional geological modeling software; step 3, scaling the three-dimensional geological generalized model to the size proportion of the experimental design by an equal scale, then obtaining grid unit information, node coordinate information, structural plane position information and the like of the scaled model, and then importing three-dimensional modeling software (such as rhinoceros Rhino) into the three-dimensional geological generalized model; step 4, constructing a 3D solid model of the geological generalized model in the three-dimensional modeling software, and exporting the 3D numerical simulation model in blocks to an stl file for 3D printing; and 5, taking the rock powder of the test object as a raw material, forming a material similar to the mechanical property of the on-site rock mass by matching and combining with cement mortar and the like, and constructing a surrounding rock model 4 reflecting the characteristics and the structural characteristics of the rock mass of the test object in a layer-by-layer printing mode through a 3D printer.
The number of the reaction walls 1 is four, and the trend of an annular wall body formed by enclosing the reaction walls 1 is square; the surrounding rock pressure loading module comprises a hydraulic jack 51, the hydraulic jack 51 is fixed on the reaction wall 1, and the hydraulic jack 51 is connected with the force transmission base plate 2 through a hydraulic rod; an oil path inlet and outlet is formed in the reaction wall 1, the jack penetrates through the oil path inlet and outlet through a high-pressure oil pipe 53 to be connected with a hydraulic pump to the outer side of the reaction wall 1, and a pressure gauge 52 is arranged on the high-pressure oil pipe 53; two jacks correspondingly arranged on the opposite side of the reaction wall 1 are controlled by the same hydraulic pump; the device further comprises a guide rail 54 arranged at the bottom, wherein a roller 55 is arranged in the guide rail 54, and the force transmission shim plate 2 is slidably assembled with the guide rail 54 through the roller 55. The actual operation mode is that after the counter-force wall 1 is poured, the hydraulic jack 51 is installed on a fixed support of the inner wall of the counter-force wall 1, the force transmission base plate 2 and the inner wall of the counter-force wall 1 are placed on a guide rail 54 of a bottom plate of the counter-force wall 1 in parallel and are connected with a hydraulic rod between the force transmission base plate 2 and the inner wall of the counter-force wall 1, the force transmission reinforced concrete base plate is fixed, and then the high-pressure oil pipe 53 is connected according to a designed oil circuit connection scheme to form 2 independent surrounding rock pressure loading systems; a lubricating layer 13 is laid at the bottom of an area where the test object surrounding rock model 4 is placed on the inner wall of the reaction wall 1, a polytetrafluoroethylene high-strength film material is adopted, and a rubber pad is laid on the lubricating layer 13 and used for achieving waterproof sealing operation of the model in the follow-up process.
The hydraulic loading module comprises a high-pressure water pipe 61, a water outlet valve hole is formed in the reaction wall 1, and a water outlet pipe 62 communicated with the inner side and the outer side of the reaction wall 1 is installed in the water outlet valve hole. The high-pressure water pipe 61 is used for pumping water into the device body, and the water outlet pipe 62 is used for discharging water in the device after the test is finished.
The sensing module comprises an acoustic generator, a waterproof strain gauge, a steel bar meter, a fiber bragg grating sensor, a vibrating wire type pore water pressure meter 52, a soil pressure meter 52, a signal data acquisition instrument, a vibrating wire data recorder, a fiber optic data recorder and a computer data analysis system. Specifically, before the test is started, the surrounding rock model 4 is integrally hoisted to the upper part of the bottom waterproof rubber pad 14 inside the reaction wall 1 through the crane beam and fixed in position. And then the hydraulic jack 51, the force-transferring reinforced concrete base plate and the surrounding rock model 4 are tightly attached together by adjusting the initial output force of the hydraulic jack 51. After all test conditions are prepared, cables of the monitoring instrument are connected to the corresponding data acquisition instrument, surrounding rock pressure on the periphery is uniformly applied according to a test scheme through a hydraulic pump according to a certain proportion until a design value is reached, the whole surrounding rock model 4 is in a designed stress state, then according to the size of a tunnel 43 of the test scheme, excavation of the tunnel 43 rock mass is simulated by an electric drill and is gradually pushed downwards until the whole tunnel 43 is excavated, and stress strain and acoustic emission data are acquired in real time in the excavation process of the tunnel 43, so that first-stage result analysis is carried out. After the first-stage test is completed, placing a steel reinforcement cage with a lining model structure and a lining inner wall template in the excavated tunnel 43, attaching a strain-measuring steel reinforcement meter to circumferential steel reinforcements and longitudinal steel reinforcements in the manufactured steel reinforcement cage, and arranging an optical fiber sensor on the circumferential steel reinforcements; and then pouring a concrete material, removing the template in the lining model after curing for 28 days, attaching an acoustic emission sensor and a resistance type strain gauge in the lining, and pouring a layer of epoxy resin sealing layer 44 at the bottom of the lining model structure. Then, the water tank, the hydraulic pump, the pressure stabilizing tank and the pressure gauge 52 are sequentially connected through the high-pressure water pipe 61 and the three-way valve and are connected with a water inlet on the reaction wall 1, so that a set of water pressure loading and stabilizing system is formed. The top cover plate 3 is manufactured, the cover plate is fixed on the top of the reaction wall 1, a sealing strip at the lower part of the cover plate is tightly attached to a sealing groove 113 of the reaction wall 1, a water expansion water stop is laid in a concave groove, meanwhile, a lining model area is tightly connected with a flange plate 33 of the top cover, a middle sealing gasket 42 and the flange plate 33 at the top of the lining model through bolts, and a waterproof rubber gasket is arranged between the top cover plate 3 and a surrounding rock model 4 at the lower part, so that a waterproof sealing structure is formed between the reaction wall 1 and the lining, and thus, external water pressure can be applied through a water pressure loading system to carry out experimental research on the surrounding rock-lining structure of the tunnel 43 in the operation period.
Example 2
The invention also provides a test method of the underground rock tunnel surrounding rock lining structure, which adopts the test device of the underground rock tunnel surrounding rock lining structure in the embodiment 1 and comprises the following steps: step 1, pasting strain gauges on the inner wall and the outer wall of the reinforced concrete lining 41 structure, which need to be monitored; attaching a steel bar meter for measuring strain on the circumferential steel bar and the longitudinal steel bar in the lining; laying an optical fiber sensor on the lining circumferential steel bar; arranging a vibrating wire data recorder on the outer wall of the lining for measuring the interaction force between the lining model and the surrounding rock model 4; step 2, systematically attaching waterproof strain gauges at certain intervals and angles inside the surrounding rock model 4 to measure the distribution characteristics of the deformation field of the whole surrounding rock model 4; arranging a vibrating wire pore water pressure gauge 52 in the surrounding rock model 4 according to a certain distance and angle, and measuring the change characteristics of a seepage field under the conditions of external water infiltration and internal water infiltration after the lining cracks; an earth pressure gauge 52 is arranged between the force-transferring reinforced concrete base plate and the surrounding rock model 4 and is used for measuring the pressure value born by the surrounding rock model 4 in the test process; step 3, arranging an acoustic emission sensor on the inner wall of the lining to measure the damage and fracture characteristics of the surrounding rock and the lining structure in the test process; and 4, guiding all the monitoring instrument data to a computer, performing post-processing on the collected stress strain, pressure value, water pressure value, sound wave and other data through corresponding data analysis software, analyzing the response characteristics of the surrounding rock structure and the stress-strain relationship of the steel bars and the concrete in the lining structure under different pressure loads, and opening the upper cover plate to analyze and research the damage forms of the surrounding rock model 4 and the lining structure after the test is finished.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (10)
1. The test device for the underground rock tunnel surrounding rock lining structure is characterized by comprising a counterforce wall (1), a force transmission base plate (2) connected with the counterforce wall (1), a top cover plate (3), a surrounding rock model (4), a surrounding rock pressure loading module, a hydraulic loading module and a sensing module; reaction wall (1) quantity is a plurality of, each reaction wall (1) end to end connects gradually encloses and closes and form annular wall body, biography power backing plate (2) set up with reaction wall (1) parallel interval, biography power backing plate (2) are located annular wall body inboard, each biography power backing plate (2) enclose to close and form country rock model (4) and place the space, under the drive of country rock pressure loading module: the force transmission base plate (2) can be close to or far away from the counterforce wall (1); the top cover plate (3) is assembled on the top of the annular wall in a sealing mode, and the hydraulic loading module can inject water into the surrounding rock model (4) placing space; a vertically extending tunnel (43) is formed in the surrounding rock model (4), and a reinforced concrete lining (41) is laid on the circumferential surface of the tunnel (43); the sensing module is used for collecting mechanical data of the surrounding rock model (4) in real time.
2. The test device of the underground rock tunnel surrounding rock lining structure as claimed in claim 1, wherein the reaction wall (1) comprises a shear wall (11), and concrete columns (12) are respectively fixed at two ends of the shear wall (11); and a lubricating layer (13) is laid at the bottom of an annular area formed by enclosing the reaction walls (1), and a bottom waterproof rubber pad (14) is laid at the top of the lubricating layer (13).
3. The test device for the underground rock tunnel surrounding rock lining structure according to claim 2, wherein the outer side of each concrete column (12) is wrapped by an outer wrapping steel tube (121), the adjacent concrete columns (12) are connected through a plurality of transverse H-shaped steel beams (122), the shear wall (11) comprises outer wrapping steel plates (111) which are arranged at intervals, high-strength concrete is filled between the two outer wrapping steel plates (111), and connecting ribs (112) are arranged in the shear wall (11).
4. A test device of a surrounding rock lining structure of an underground rock tunnel according to claim 1, characterized in that the top cover plate (3) comprises a steel structural frame (31) and a polycarbonate plastic plate (32) arranged in the steel structural frame (31), and the polycarbonate plastic plate (32) is transparent.
5. The test device for the underground rock tunnel surrounding rock lining structure according to claim 4, wherein the top of the reaction wall (1) is provided with a sealing groove (113), and the bottom surface of the top cover plate (3) is provided with a sealing strip corresponding to the sealing groove (113); a sealing gasket (42) is arranged at the edge of a round opening at the top end of the reinforced concrete lining (41), and a flange plate (33) which is used for being attached and connected with the sealing gasket (42) is arranged on the top cover plate (3); and a top waterproof rubber pad (45) is laid at the top of the surrounding rock model (4).
6. A test device of a surrounding rock lining structure of an underground rock tunnel according to claim 1, characterized in that the material of the surrounding rock model (4) comprises rock powder and cement mortar.
7. The test device for the underground rock tunnel surrounding rock lining structure according to claim 1, wherein the number of the reaction walls (1) is four, and the annular wall body formed by enclosing the reaction walls (1) is square;
the surrounding rock pressure loading module comprises a hydraulic jack (51), the hydraulic jack (51) is fixed on the reaction wall (1), and the hydraulic jack (51) is connected with the force transmission base plate (2) through a hydraulic rod; an oil path inlet and outlet is formed in the reaction wall (1), the jack penetrates through the oil path inlet and outlet through a high-pressure oil pipe (53) and is connected with a hydraulic pump to the outer side of the reaction wall (1), and a pressure gauge (52) is arranged on the high-pressure oil pipe (53); two jacks correspondingly arranged on the opposite side of the reaction wall (1) are controlled by the same hydraulic pump;
the device also comprises a guide rail (54) arranged at the bottom, wherein a roller (55) is arranged in the guide rail (54), and the force transmission base plate (2) is assembled with the guide rail (54) in a sliding way through the roller (55).
8. The test device for the underground rock tunnel surrounding rock lining structure according to claim 1, wherein the hydraulic loading module comprises a high-pressure water pipe (61), a water outlet valve hole is formed in the reaction wall (1), and a water outlet pipe (62) communicated with the inner side and the outer side of the reaction wall (1) is installed in the water outlet valve hole.
9. The device for testing the surrounding rock lining structure of the underground rock tunnel according to claim 1, wherein the sensing module comprises an acoustic generator, a waterproof strain gauge, a steel bar gauge, a fiber grating sensor, a vibrating wire pore water pressure gauge (52), a soil pressure gauge (52), a signal data acquisition instrument, a vibrating wire data recorder, a fiber data recorder and a computer data analysis system.
10. A test method of a surrounding rock lining structure of an underground rock tunnel adopts a test device of the surrounding rock lining structure of the underground rock tunnel as claimed in any one of claims 1 to 9, and is characterized by comprising the following steps:
step 1: pasting strain gauges on the parts, needing to be monitored, of the inner wall and the outer wall of the reinforced concrete lining (41) structure; attaching a steel bar meter for measuring strain on the circumferential steel bar and the longitudinal steel bar in the lining; laying an optical fiber sensor on the lining circumferential steel bar; arranging a vibrating wire data recorder on the outer wall of the lining for measuring the interaction force between the lining model and the surrounding rock model (4);
step 2: systematically attaching waterproof strain gauges at certain intervals and angles inside the surrounding rock model (4) to measure the distribution characteristics of the deformation field of the whole surrounding rock model (4); arranging a vibrating string type pore water pressure gauge (52) in the surrounding rock model (4) according to a certain distance and angle, and measuring the change characteristics of a seepage field under the conditions of external water infiltration and internal water infiltration after the lining is cracked; an earth pressure gauge (52) is arranged between the force-transferring reinforced concrete base plate and the surrounding rock model (4) and is used for measuring the pressure value born by the surrounding rock model (4) in the test process;
and step 3: arranging an acoustic emission sensor on the inner wall of the lining for measuring the damage and fracture characteristics of the surrounding rock and the lining structure in the test process;
and 4, step 4: and (3) guiding all monitoring instrument data to a computer, performing post-processing on the collected stress strain, pressure value, water pressure value, sound wave and other data through corresponding data analysis software, analyzing the response characteristics of the surrounding rock structure under different pressure loads and the stress-strain relationship of reinforcing steel bars and concrete in the lining structure, and opening the upper cover plate to analyze and research the damage forms of the surrounding rock model (4) and the lining structure after the test is finished.
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