Three-dimensional similarity test device and test method for deep inclined crossing entry driving

Abstract

The invention belongs to the technical field of similar test simulation of roadway tunneling, and discloses a three-dimensional similar test device and test method for deep inclined crossing roadway driving. An internal frame is placed in the test support, a box seat is fixed on the bottom surface of the inner side of the internal frame, a storage box is fixed on the box seat, and the storage box is in a square shell shape with an opening in the lower end; a top loading plate is arranged on the top face of the inner side of the storage box, side face loading plates are arranged on any two opposite inner side walls in the storage box, the storage box is filled with a three-dimensional test model, a fully-mechanized excavation roadway is formed in the three-dimensional test model, and the plane where the central axis of the fully-mechanized excavation roadway is located is parallel to the side face loading plates. The central axis of the fully-mechanized excavation roadway is in an inclined downward placement state, and an excavation simulation system is arranged in the fully-mechanized excavation roadway; the method can more truly reflect the generation, expansion and penetration of the rock stratum cracks of the roadway top plate and roadway surrounding rock of the deep inclined crossing roadway driving, and finally the dynamic evolution process of the rock stratum damage.

Description

Technical Field

[0001] The invention belongs to the technical field of tunnel excavation similarity test simulation, and in particular relates to a three-dimensional similarity test device and a test method for deep inclined layer-penetrating tunnel excavation. Background Art

[0002] With the increase of service life of mines in mining areas, the gradual exploitation of coal resources, the extension of mine development, and the increasingly complex production geological conditions, tunnel excavation problems have seriously affected the construction of safe and efficient mines, resulting in the reality of tight mining and excavation succession. At the same time, the layout of the excavation working face of each coal mine is also affected by the geological structure, which has become a common problem and technical difficulty faced by many mines.

[0003] Similarity test simulation is the main experimental research method for mining engineering. It can be used to simulate and reproduce the actual conditions of tunneling through layers at the engineering site and observe the stress, strain and displacement of the surrounding rock under such conditions. Similarity material simulation test is simple and easy to carry out, and can be repeated according to different excavation schemes. It has significant advantages in studying the movement and fracture laws of rock layers during excavation, and occupies an irreplaceable and important position in the research process of mining engineering problems.

[0004] At present, similar material simulation test devices are divided into two categories: single-plane two-dimensional similar material simulation test devices and three-dimensional similar material simulation test devices. The existing single-plane two-dimensional solid phase simulation test device cannot simulate the problem of regional three-dimensional mining, and cannot accurately grasp the distribution law of support pressure of the upper and lower layers and the trend and inclination during comprehensive excavation. Therefore, there is a problem in the existing technology that it cannot effectively simulate deep inclined interlayer excavation. Summary of the invention

[0005] In view of the deficiencies in the prior art, the purpose of the present invention is to provide a three-dimensional similarity test device and test method for deep inclined layer-crossing tunneling, which solves the problem in the prior art that deep inclined layer-crossing tunneling cannot be effectively simulated.

[0006] The purpose of the present invention can be achieved through the following technical solutions:

[0007] A three-dimensional similarity test device for deep inclined layer-crossing tunneling, comprising a test support;

[0008] An internal frame is placed inside the test stand, a box seat is fixed on the inner bottom surface of the internal frame, a storage box is fixed on the box seat, and the storage box is in the shape of a square shell with an open lower end;

[0009] A top loading plate is provided on the inner top surface of the storage box, and side loading plates are provided on any two opposite inner walls of the storage box. The storage box is filled with a three-dimensional test model, and a fully-mechanized tunnel is opened in the three-dimensional test model. The plane where the central axis of the fully-mechanized tunnel is located is parallel to the side loading plates, and the central axis of the fully-mechanized tunnel is placed in an inclined downward state. An excavation simulation system is provided in the fully-mechanized tunnel;

[0010] The test bracket is equipped with a vertical loading system and a pair of symmetrically placed horizontal loading systems. The output end of the vertical loading system is connected to the upper end of the top loading plate and is used to drive the top loading plate to move up and down. The two horizontal loading systems correspond to the two side loading plates one by one. The output ends of the horizontal loading systems are connected to the side of the corresponding side loading plate away from the other side loading plate. The horizontal loading system is used to drive the two side loading plates to move closer to or away from each other.

[0011] A collection system is provided in the three-dimensional test model, and the collection system is used to collect data in the three-dimensional test model during the test;

[0012] The deep inclined interlayer tunneling three-dimensional similarity test device also includes a peek system, which is used to insert into the three-dimensional test model for crack detection;

[0013] First through holes are provided on two mutually perpendicular vertical side walls of the storage box and the side loading plate, and the first through holes are coaxially arranged with the fully mechanized tunnel;

[0014] The excavation simulation system includes a plurality of arched wooden blocks placed in a comprehensive excavation tunnel, the plurality of arched wooden blocks are distributed along the axis direction of the comprehensive excavation tunnel, adjacent arched wooden blocks are fitted to each other, and the peripheral walls of the arched wooden blocks are fitted to the inner peripheral walls of the comprehensive excavation tunnel, the arched wooden blocks are provided with round through holes coaxially placed with the comprehensive excavation tunnel, a claw anchor assembly is placed in the round through hole of each arched wooden block, the claw anchor assembly includes a rod handle slidably connected to the round through hole, an electric anchor claw is arranged at one end of the rod handle, and a switch key for controlling the opening or closing of the electric anchor claw is arranged at the other end of the rod handle, the electric anchor claw is slidably connected to the round through hole when closed, and the electric anchor claw conflicts with the hole wall of the round through hole when opened;

[0015] A plurality of evenly distributed second through holes are formed on the top surface of the storage box;

[0016] The peep system includes a borehole peep instrument, the upper end of the borehole peep instrument is fixedly connected to a borehole imaging trajectory detector through a fixing member, a borehole imager is arranged on the outer side of the test bracket, and a signal output end of the borehole peep instrument and a signal output end of the borehole imaging trajectory detector are both connected to a signal input end of the borehole imager through a first transmission wire;

[0017] The fully-mechanized tunnel includes the tunnel roof, tunnel floor and surrounding rocks on both sides;

[0018] The tunnel roof is made of a mixture of fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water;

[0019] The tunnel floor is made of a mixture of coarse sand, fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water;

[0020] The acquisition system includes earth pressure boxes and optical fiber stress sensors. A set of acquisition parts is set up at the top plate, bottom plate and surrounding rocks on both sides of the roadway near the fully excavated roadway in the three-dimensional test model. Each acquisition part includes multiple earth pressure boxes and an optical fiber stress sensor, and the multiple earth pressure boxes in each acquisition part are evenly distributed along the axis of the fully excavated roadway.

[0021] The acquisition system also includes a fiber optic signal processing unit and a strain testing unit;

[0022] The optical fiber signal processing unit includes an optical fiber stress analyzer, on which a first interface is provided, and the signal output end of each optical fiber stress sensor is connected to the first interface through an optical fiber cable;

[0023] The strain test unit includes a strain analyzer, on which a second interface is provided, and the signal output end of each soil pressure box is electrically connected to the second interface through a second transmission wire;

[0024] The test support comprises a support seat, on which a pair of symmetrically placed outer vertical beams are fixed, the outer vertical beams correspond to the side loading plates one by one, and the upper ends of the two outer vertical beams are fixedly connected by an outer top beam;

[0025] The internal frame includes a pair of inner vertical beams vertically fixed on the bracket seat, the two inner vertical beams are located between the two outer vertical beams, and the upper ends of the two inner vertical beams are fixed by the inner top beam;

[0026] The two horizontal loading systems are respectively installed on the two outer vertical beams. The horizontal loading systems include a plurality of first hydraulic cylinders evenly distributed in the vertical plane. The first hydraulic cylinders are horizontally fixed on the outer vertical beams. The output ends of the first hydraulic cylinders are provided with first piston rods horizontally facing the corresponding side loading plates. The first piston rods slide through the side walls of the storage box. The ends of the first piston rods are fixed with first cushion blocks. The first cushion blocks are detachably connected to the corresponding side loading plates. A first oil pipe is provided on the outer side of the test bracket. A first joint is connected to one end of the first oil pipe. A plurality of first branch pipes are connected to the first joint. The first branch pipes correspond to the first hydraulic cylinders one by one. The ends of the first branch pipes away from the first oil pipes are connected to the corresponding first hydraulic cylinders.

[0027] The vertical loading system includes a plurality of second hydraulic cylinders vertically installed on the outer vertical beam and evenly distributed along the horizontal plane. The output end of the second hydraulic cylinder is provided with a second piston rod placed vertically downward. The second piston rod slides through the side wall of the box. Second pads are fixed to the ends of the second piston rods. The second pads are detachably connected to the top loading plate. A second oil pipe is provided on the outside of the test bracket. A second joint is connected to one end of the second oil pipe. A plurality of second branch pipes are connected to the second joint. The second branch pipes correspond to the second hydraulic cylinders one by one. The second branch pipes away from the ends of the second oil pipes are connected to the corresponding second hydraulic cylinders.

[0028] Beneficial effects of the present invention:

[0029] The present application applies horizontal pressure and vertical pressure to the three-dimensional test model through a horizontal loading system and a vertical loading system, respectively, and simulates the tunnel excavation process through an excavation simulation system. At the same time, in conjunction with the settings of a collection system and a peek system, it can more realistically reflect the dynamic evolution process of the generation, expansion, penetration, and final rock formation destruction of the tunnel roof and tunnel surrounding rock formation cracks in deep inclined through-layer tunneling;

[0030] Each arched wooden block can be discharged from the comprehensive excavation tunnel in turn to simulate the tunnel excavation process, which can more realistically simulate the step-by-step and segmented excavation of the interlayer tunnel. The speed and time interval of pushing out the arched wooden blocks can be controlled to achieve the speed of excavation of the simulated interlayer tunnel. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, for ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0032] Figure 1 It is a cross-sectional schematic diagram of a three-dimensional similarity experimental device for deep inclined layer-crossing tunneling according to the present invention;

[0033] Figure 2 It is a schematic diagram of the structure of the first hydraulic cylinder and part of the first hydraulic cylinder of the present invention;

[0034] Figure 3 It is a partial structural schematic diagram of the first hydraulic cylinder of the present invention;

[0035] Figure 4 is a schematic diagram of a collection system of the present invention;

[0036] Figure 5 Schematic diagrams of different viewing angles of the acquisition system of the present invention;

[0037] Figure 6It is a partial structural schematic diagram of the arched wooden block of the present invention;

[0038] Figure 7 It is a partial structural schematic diagram of the electric anchor claw of the present invention;

[0039] Figure 8 It is a partial structural schematic diagram of the peeping system of the present invention;

[0040] Fig. 9 It is a schematic diagram of the test results of the present invention.

[0041] In the figure: 1, test support; 11, support base; 12, outer vertical beam; 13, outer top beam;

[0042] 2. Internal frame; 21. Internal vertical beam; 22. Internal top beam;

[0043] 3. Storage box; 31. Box seat;

[0044] 41. Side loading plate; 42. Top loading plate;

[0045] 5. Horizontal loading system; 51. First hydraulic cylinder; 52. First piston rod; 53. First cushion block; 54. First oil pipe; 55. First branch pipe; 56. First pressure stabilizing unit; 57. First hydraulic valve; 58. First hydraulic control unit;

[0046] 6. vertical loading system; 61. second hydraulic cylinder; 62. second piston rod; 63. second cushion block; 64. second oil pipe; 65. second branch pipe; 66. second pressure stabilizing unit; 67. second hydraulic valve; 68. second hydraulic control unit;

[0047] 7. Acquisition system; 71. Optical fiber signal processing unit; 711. Optical fiber stress sensor; 712. First interface; 713. Optical fiber stress analyzer; 714. Optical fiber cable; 72. Strain test unit; 721. Earth pressure box; 722. Second interface; 723. Strain analyzer; 724. Second transmission wire;

[0048] 8. Three-dimensional test model; 81. Tunnel roof; 82. Comprehensive excavation tunnel; 83. Tunnel floor;

[0049] 91. Arched wooden block; 92. Round through hole; 93. Claw anchor assembly; 931. Rod handle; 932. Switch; 933. Electric anchor claw;

[0050] 10. Peeping system; 101. Borehole peep instrument; 102. Borehole imager; 103. Borehole imaging trajectory detector. DETAILED DESCRIPTION

[0051] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0052] like Figures 1 to 9 As shown, a three-dimensional similarity test device for deep inclined layer-crossing tunneling includes a test support 1;

[0053] An internal frame 2 is placed inside the test stand 1, a box seat 31 is fixed on the inner bottom surface of the internal frame 2, a storage box 3 is fixed on the box seat 31, and the storage box 3 is in the shape of a square shell with an open lower end;

[0054] A top loading plate 42 is provided on the inner top surface of the storage box 3, and side loading plates 41 are provided on any two opposite inner side walls of the storage box 3. The storage box 3 is filled with a three-dimensional test model 8, and a comprehensive excavation tunnel 82 is opened in the three-dimensional test model 8. The plane where the central axis of the comprehensive excavation tunnel 82 is located is parallel to the side loading plate 41, and the central axis of the comprehensive excavation tunnel 82 is placed in an inclined downward state, and an excavation simulation system is provided in the comprehensive excavation tunnel 82;

[0055] The test bracket 1 is equipped with a vertical loading system 6 and a pair of symmetrically placed horizontal loading systems 5. The output end of the vertical loading system 6 is connected to the upper end of the top loading plate 42 and is used to drive the top loading plate 42 to move up and down. The two horizontal loading systems 5 correspond to the two side loading plates 41 one by one. The output ends of the horizontal loading systems 5 are connected to the side of the corresponding side loading plate 41 away from the other side loading plate 41. The horizontal loading systems 5 are used to drive the two side loading plates 41 to move closer to or away from each other.

[0056] The three-dimensional test model 8 is provided with a collection system 7, and the collection system 7 is used to collect data in the three-dimensional test model 8 during the test;

[0057] The deep inclined interlayer tunneling three-dimensional similarity test device also includes a peek system 10, which is used to be inserted into the three-dimensional test model 8 for crack detection;

[0058] Preferably, the side loading plates 41 are detachably connected to the corresponding horizontal loading system 5, and the vertical loading system 6 is detachably connected to the top loading plate 42, so as to facilitate the disassembly and replacement of the side loading plates 41 or the top loading plates 42 at a later time;

[0059] The present application applies horizontal pressure and vertical pressure to the three-dimensional test model 8 through the horizontal loading system 5 and the vertical loading system 6 respectively, and simulates the tunnel excavation process through the excavation simulation system. At the same time, in conjunction with the settings of the acquisition system 7 and the peeping system 10, it can more realistically reflect the dynamic evolution process of the generation, expansion, and penetration of cracks in the tunnel roof 81 and the tunnel surrounding rock strata of deep inclined cross-layer excavation, and ultimately the rock strata destruction.

[0060] First through holes are provided on two vertical side walls of the storage box 3 and the side loading plate 41 which are perpendicular to each other. The first through holes are coaxially arranged with the fully excavated tunnel 82.

[0061] The excavation simulation system includes a plurality of arched wood blocks 91 placed in the comprehensive excavation tunnel 82, the plurality of arched wood blocks 91 are distributed along the axis direction of the comprehensive excavation tunnel 82, adjacent arched wood blocks 91 fit each other, and the peripheral wall of the arched wood block 91 fits the inner peripheral wall of the comprehensive excavation tunnel 82, and the arched wood blocks 91 are provided with a circular through hole 92 coaxially placed with the comprehensive excavation tunnel 82, and a claw anchor assembly 93 is placed in the circular through hole 92 of each arched wood block 91, and the claw anchor assembly 93 includes a rod handle 931 slidably connected to the circular through hole 92, an electric anchor claw 933 is arranged at one end of the rod handle 931, and a switch key 932 for controlling the opening or closing of the electric anchor claw 933 is arranged at the other end of the rod handle 931, and the electric anchor claw 933 is slidably connected to the circular through hole 92 when closed, and the electric anchor claw 933 conflicts with the hole wall of the circular through hole 92 when opened;

[0062] Preferably, the top surface of the storage box 3 and the two vertical side walls with the first through hole are made of transparent acrylic plates, so as to facilitate observation of the internal situation of the three-dimensional test model 8, and a threading hole is provided on any acrylic plate with the first through hole;

[0063] When it is necessary to simulate the tunnel excavation process, the test personnel puts their hand through the first circular through hole 92 near the end of the switch key 932, manually pushes the handle 931, and extends the electric anchor claw 933 as far as possible from the circular through hole 92 of the arched wooden block 91 at the end of the key 932. Then, the switch key 932 is used to control the electric anchor claw 933 to open. The electric anchor claw 933 opens and contacts the inner wall of the circular through hole 92 of the arched wooden block 91. Then, the electric anchor claw 933 drives the arched wooden block 91 to be discharged from another first through hole through the handle 931. Then, the above process is repeated, and each arched wooden block 91 can be discharged from the comprehensive excavation tunnel 82 in turn to simulate the tunnel excavation process. This can more realistically simulate the step-by-step and segmented excavation of the through-layer tunnel, and the speed and time interval of pushing out the arched wooden block 91 can be controlled to achieve the speed of simulated through-layer excavation excavation.

[0064] A plurality of evenly distributed second through holes are formed on the top surface of the storage box 3;

[0065] The peep system 10 includes a borehole peep instrument 101, the upper end of which is fixedly connected to a borehole imaging trajectory detector 103 through a fixing member, a borehole imager 102 is arranged on the outer side of the test bracket 1, and the signal output end of the borehole peep instrument 101 and the signal output end of the borehole imaging trajectory detector 103 are both connected to the signal input end of the borehole imager 102 through a first transmission wire;

[0066] After the three-dimensional test model 8 is horizontally and vertically pressurized, a drilling rig or other equipment in the prior art is used to drill through each second through hole in sequence to open a vertical downward drilling hole on the upper end of the three-dimensional test model 8;

[0067] Then the borehole peep instrument 101 and the borehole imaging trajectory detector 103 are inserted into each borehole in turn, and the cracks in each borehole are observed in turn, and the development of the cracks in the three-dimensional similarity test is recorded in more detail;

[0068] The borehole peep instrument 101 is usually equipped with a small camera or a video camera, which can observe the rock formation conditions and cracks inside the borehole by transmitting video signals; the borehole imaging trajectory detector 103 uses sound waves or electronic technology to detect and map the structure and characteristics of the strata inside the borehole by sending and receiving signals.

[0069] The fully-mechanized tunnel 82 includes a tunnel roof 81, a tunnel floor 83 and surrounding rocks on both sides;

[0070] The tunnel roof 81 is made of a mixture of fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water;

[0071] The tunnel floor 83 is made of a mixture of coarse sand, fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water;

[0072] Preferably, the particle size of fine sand is less than 2 mm, the particle size range of coarse sand is 5-7 mm, the fineness of talcum powder is 1250 mesh, the kaolin contains 45% silicon dioxide and has a fineness of 400 mesh, the cement is high-quality white silicate cement with a strength of 32.5 MPa, the vaseline is non-toxic medical grade white vaseline with a melting point of 45-60°C, and the silicone oil is dimethyl silicone oil with a viscosity of 1500 cs. By mixing the above raw materials, the actual tunnel roof 81 (mainly composed of siltstone and mudstone) and the tunnel floor 83 (mainly composed of mudstone and sandstone) are more realistically simulated.

[0073] The acquisition system 7 also includes an optical fiber signal processing unit 71 and a strain testing unit 72;

[0074] The acquisition system 7 includes an earth pressure box 721 and an optical fiber stress sensor 711. A set of acquisition parts are provided at the tunnel top plate 81, tunnel bottom plate 83 and surrounding rocks on both sides of the tunnel 82 in the three-dimensional test model 8. Each acquisition part includes multiple earth pressure boxes 721 and an optical fiber stress sensor 711, and multiple earth pressure boxes 721 in each acquisition part are evenly distributed along the axis direction of the tunnel 82.

[0075] The optical fiber signal processing unit 71 includes an optical fiber stress analyzer 713, on which a first interface 712 is provided, and the signal output end of each optical fiber stress sensor 711 is connected to the first interface 712 via an optical fiber cable 714;

[0076] The strain testing unit 72 includes a strain analyzer 723, on which a second interface 722 is provided, and the signal output end of each soil pressure box 721 is electrically connected to the second interface 722 through a second transmission wire 724;

[0077] The optical fiber signal processing unit 71 and the strain testing unit 72 are used to synchronously collect information such as stress, displacement, and cracks of the tunnel bottom plate 83, the tunnel top plate 81, and the tunnel surrounding rock strata during the advancement of the through-layer excavation working face, as well as the signal change patterns of the optical fiber stress analyzer 713 and the strain analyzer 723.

[0078] The test support 1 includes a support seat 11, on which a pair of symmetrically placed outer vertical beams 12 are fixed, the outer vertical beams 12 correspond to the side loading plates 41 one by one, and the upper ends of the two outer vertical beams 12 are fixedly connected by an outer top beam 13;

[0079] The internal frame 2 includes a pair of inner vertical beams 21 vertically fixed on the bracket seat 11, the two inner vertical beams 21 are located between the two outer vertical beams 12, and the upper ends of the two inner vertical beams 21 are fixed by the inner top beams 22, ensuring that the test bracket 1 and the internal frame 2 have sufficient stability.

[0080] The two horizontal loading systems 5 are respectively installed on the two outer vertical beams 12. The horizontal loading systems 5 include a plurality of first hydraulic cylinders 51 evenly distributed in the vertical plane. The first hydraulic cylinders 51 are horizontally fixed on the outer vertical beams 12. The output ends of the first hydraulic cylinders 51 are provided with first piston rods 52 horizontally facing the corresponding side loading plates 41. The first piston rods 52 slide through the side walls of the storage box 3. The ends of the first piston rods 52 are fixed with first cushion blocks 53. The first cushion blocks 53 are detachably connected to the corresponding side loading plates 41. A first oil pipe 54 is provided on the outer side of the test bracket 1. A first joint is connected to one end of the first oil pipe 54. A plurality of first branch pipes 55 are connected to the first joint. The first branch pipes 55 correspond to the first hydraulic cylinders 51 one by one. The ends of the first branch pipes 55 away from the first oil pipe 54 are connected to the corresponding first hydraulic cylinders 51.

[0081] Preferably, the first cushion block 53 and the side loading plate 41 can be detachably connected by bolts;

[0082] Preferably, the first oil pipe 54 is provided with a first pressure stabilizing unit 56 and a first hydraulic valve 57, and the first oil pipe 54 is connected to a first hydraulic control unit 58 at an end away from the first joint;

[0083] By using two horizontal loading systems 5, horizontal loads are applied to the left and right sides of the three-dimensional test model 8 through the two side loading plates 41, and the loads applied to the side loading plates 41 by the first hydraulic cylinders 51 can be changed in a gradient manner, and the loads applied by the first hydraulic cylinders 51 increase sequentially from top to bottom.

[0084] The vertical loading system 6 includes a plurality of second hydraulic cylinders 61 vertically mounted on the outer vertical beam 12 and uniformly distributed along the horizontal plane. The output end of the second hydraulic cylinder 61 is provided with a second piston rod 62 placed vertically downward. The second piston rod 62 slides through the side wall of the box. The ends of the second piston rods 62 are fixed with second cushion blocks 63. The second cushion blocks 63 are detachably connected to the top loading plate 42. A second oil pipe 64 is provided on the outer side of the test bracket 1. A second joint is connected to one end of the second oil pipe 64. A plurality of second branch pipes 65 are connected to the second joint. The second branch pipes 65 correspond to the second hydraulic cylinders 61 one by one. The ends of the second branch pipes 65 away from the second oil pipe 64 are connected to the corresponding second hydraulic cylinders 61.

[0085] Preferably, a second pressure stabilizing unit 66 and a second hydraulic valve 67 are provided on the second oil pipe 64 , and a second hydraulic control unit 68 is connected to the second oil pipe 64 away from the second joint end.

[0086] Figure 8 It is a test result diagram when different numbers of arched wooden blocks 91 (i.e. different lengths of tunnel excavation) are sequentially discharged according to the present invention.

[0087] The specific steps of the above method are as follows:

[0088] 1. Material configuration: According to the hydrogeological conditions of the deep inclined interlayer tunneling working face to be simulated and the physical and mechanical properties of the top and bottom rock layers, determine the ratio of similar simulation materials for each rock layer of the tunnel top plate 81 and the tunnel bottom plate 83, so as to determine the amount of various raw materials required for each rock layer; according to the properties of the components of similar simulation materials for each rock layer of the tunnel top plate 81 and the tunnel bottom plate 83, weigh the various aggregates and binders required for each rock layer in strict proportion; mix the aggregates and binders evenly, add an appropriate amount of mixing water and stir them thoroughly, and add silicone oil regulator and stir them evenly; heat vaseline to 45°C to 60°C to melt it into liquid, quickly mix and stir it with similar simulation materials, prepare fluid-solid coupling similar simulation materials, and put them into corresponding containers, waiting for model laying;

[0089] 2. Model preparation: First, ensure that the model is level, and lay the evenly mixed tunnel floor 83 rock stratum similar simulation material on the bottom of the storage box 3, and then lay the arched wooden blocks 91 and the tunnel roof 81 rock stratum similar simulation material in sequence, and define the joints between the rock strata and spread a certain amount of mica powder; at the same time, during the model laying process, bury the earth pressure box 721 and the optical fiber stress sensor 711 at the predetermined monitoring positions on both sides of the tunnel floor 83, the tunnel roof 81 and the comprehensive excavation tunnel 82; according to the mining size and mining height of the simulated comprehensive excavation tunnel 82 working face, leave a space in the three-dimensional test model 8. The space with the same mining size and mining height as the tunneling working face is replaced with the arched wooden blocks 91 in the excavation simulation system. The size and number of the arched wooden blocks 91 are determined by the tunneling working face excavation parameters. The arched wooden blocks 91 are arranged closely in a straight line in the excavation space of the comprehensive tunnel 82. During the model laying process, the optical fiber cable 714 and the second transmission wire 724 are led out from the threading hole on the acrylic plate. After the threading is completed, the threading hole on the acrylic plate is sealed. The tunnel roof 81, the comprehensive tunnel 82 and the tunnel floor 83 are compacted and fixed to prepare a three-dimensional fluid-solid coupling similarity simulation test model.

[0090] 3. Model loading: After the three-dimensional test model 8 to be laid is dried, firstly, a vertical load of a certain gradient is applied to the top of the three-dimensional test model 8 by using the vertical loading system 6; secondly, a horizontal load that increases linearly with the burial depth is applied to both sides of the three-dimensional test model 8 by using the horizontal loading system 5;

[0091] 4. Model excavation: After the load on the three-dimensional test model 8 is balanced, first, the claw anchor assembly 93 of the excavation simulation system is passed through the round through hole 92 of the arched wooden block 91, the switch key 932 in the claw anchor assembly 93 is opened, the electric anchor claw 933 is opened, and the electric anchor claw 933 is inserted into the round through hole 92 of the end arched wooden block 91, and the end arched wooden block 91 is discharged from the first through hole on the acrylic plate on either side of the storage box 3, so as to realize the first step of segmented excavation simulation of through-layer tunneling; secondly, the electric anchor claw 933 is inserted into the round through hole 92 of the second arched wooden block 91 The second arched wood block 91 is ejected from the through hole 92 to realize the second step of segmented excavation simulation of tunneling through layers; again, the electric anchor claw 933 is sequentially inserted into the round through holes 92 of the remaining arched wood blocks 91 to eject the remaining arched wood blocks 91 sequentially to realize the step-by-step excavation simulation of tunneling through layers; finally, the electric anchor claw 933 is used to eject all the arched wood blocks 91 to realize the full excavation simulation of tunneling through layers. At the same time, by controlling the speed and interval time of ejecting the small wood blocks by the electric anchor claw 933, the excavation speed of the simulated tunneling through layers can be realized;

[0092] 5. Data acquisition: During the segmented and step-by-step excavation simulation of the deep inclined through-layer tunneling working face, the optical fiber signal processing unit 71 and the strain testing unit 72 of the acquisition system 7 are used to synchronously collect the stress, displacement, crack and other information of the tunnel bottom plate 83, the tunnel top plate 81 and the tunnel surrounding rock strata during the advancement of the through-layer tunneling working face, as well as the signal change law of the optical fiber stress analyzer 713 and the strain analyzer 723. After the entire excavation simulation of the through-layer tunneling is completed, a hole is drilled at the upper end of the three-dimensional test model 8, and the borehole peep instrument 101 and the borehole imaging trajectory detector 103 are used to peep and analyze the image information of the borehole imager 102. Through the acquisition and analysis of information and signals, the evolution law and coupling characteristics of the stress, displacement, crack and other information of the tunnel bottom plate 83, the tunnel top plate 81 and the tunnel surrounding rock strata during the deep inclined through-layer tunneling are studied;

[0093] 6. Influencing factors: Change the hydrogeological conditions and boundary conditions of the three-dimensional test model 8 of deep inclined cross-layer excavation, such as tunnel burial depth, tunnel inclination, roof and floor rock properties and thickness, vertical load and horizontal load, repeat the above test steps, and study the influence of tunnel depth, tunnel inclination, horizontal stress, and working face advancement distance on the stress, displacement, cracks and other information of the bottom plate, roof and surrounding rock strata of deep inclined cross-layer excavation, as well as its evolution law and coupling characteristics.

[0094] In the description of this specification, the description with reference to the terms "one embodiment", "example", "specific example", etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representation of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner.

[0095] The above shows and describes the basic principles, main features and advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited by the above embodiments, and the above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, and these changes and improvements all fall within the scope of the present invention to be protected.

Claims

1. A three-dimensional similarity test device for deep inclined layer-crossing tunneling, comprising a test support (1), characterized in that: An internal frame (2) is placed inside the test stand (1), a box seat (31) is fixed on the inner bottom surface of the internal frame (2), a storage box (3) is fixed on the box seat (31), and the storage box (3) is in the shape of a square shell with an open lower end; A top loading plate (42) is provided on the inner top surface of the storage box (3), and side loading plates (41) are provided on any two opposite inner side walls of the storage box (3). The storage box (3) is filled with a three-dimensional test model (8), and a comprehensive excavation tunnel (82) is opened in the three-dimensional test model (8). The plane where the central axis of the comprehensive excavation tunnel (82) is located is parallel to the side loading plates (41), and the central axis of the comprehensive excavation tunnel (82) is placed in a tilted downward state. An excavation simulation system is provided in the comprehensive excavation tunnel (82); A vertical loading system (6) and a pair of symmetrically placed horizontal loading systems (5) are installed on the test bracket (1); the output end of the vertical loading system (6) is connected to the upper end of the top loading plate (42) and is used to drive the top loading plate (42) to move up and down; the two horizontal loading systems (5) correspond to the two side loading plates (41) one by one; the output ends of the horizontal loading systems (5) are connected to a side of the corresponding side loading plate (41) away from the other side loading plate (41); the horizontal loading systems (5) are used to drive the two side loading plates (41) to move closer to or away from each other; A collection system (7) is provided in the three-dimensional test model (8), and the collection system (7) is used to collect data in the three-dimensional test model (8) during the test process; The deep inclined interlayer tunneling three-dimensional similarity test device also includes a peeping system (10), and the peeping system (10) is used to be inserted into the three-dimensional test model (8) to perform crack detection.

2. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 1 is characterized in that: First through holes are provided on two vertical side walls of the storage box (3) and the side loading plate (41) which are perpendicular to each other, and the first through holes are coaxially arranged with the fully-mechanized tunnel (82); The excavation simulation system comprises a plurality of arched wood blocks (91) placed in a comprehensive excavation tunnel (82), wherein the plurality of arched wood blocks (91) are distributed along the axis direction of the comprehensive excavation tunnel (82), adjacent arched wood blocks (91) are fitted to each other, and the peripheral walls of the arched wood blocks (91) are fitted to the inner peripheral walls of the comprehensive excavation tunnel (82), and the arched wood blocks (91) are provided with circular through holes (92) coaxially placed with the comprehensive excavation tunnel (82), and a A claw anchor assembly (93) is provided, the claw anchor assembly (93) comprising a rod handle (931) slidably connected to the round through hole (92), one end of the rod handle (931) is provided with an electric anchor claw (933), the other end of the rod handle (931) is provided with a switch key (932) for controlling the opening or closing of the electric anchor claw (933), the electric anchor claw (933) is slidably connected to the round through hole (92) when closed, and the electric anchor claw (933) is in contact with the hole wall of the round through hole (92) when opened.

3. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 2 is characterized in that: A plurality of evenly distributed second through holes are provided on the top surface of the storage box (3); The peep system (10) comprises a borehole peep instrument (101), the upper end of the borehole peep instrument (101) is fixedly connected to a borehole imaging trajectory detector (103) via a fixing member, a borehole imaging instrument (102) is arranged outside the test support (1), and a signal output end of the borehole peep instrument (101) and a signal output end of the borehole imaging trajectory detector (103) are both connected to a signal input end of the borehole imaging instrument (102) via a first transmission wire.

4. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 3 is characterized in that: The fully-mechanized tunnel (82) comprises a tunnel roof (81), a tunnel floor (83) and surrounding rocks on both sides; The tunnel roof (81) is made of a mixture of fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water; The tunnel bottom plate (83) is made by mixing coarse sand, fine sand, talcum powder, kaolin, gypsum, cement, vaseline, silicone oil and water.

5. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 4 is characterized in that: The acquisition system (7) also includes an optical fiber signal processing unit (71) and a strain testing unit (72); The acquisition system (7) includes an earth pressure box (721) and an optical fiber stress sensor (711). A set of acquisition parts are provided on the tunnel top plate (81), tunnel bottom plate (83) and surrounding rocks on both sides of the tunnel (82) in the three-dimensional test model (8). Each acquisition part includes a plurality of earth pressure boxes (721) and an optical fiber stress sensor (711), and the plurality of earth pressure boxes (721) in each acquisition part are evenly distributed along the axis direction of the tunnel (82). The optical fiber signal processing unit (71) comprises an optical fiber stress analyzer (713), the optical fiber stress analyzer (713) is provided with a first interface (712), and the signal output end of each optical fiber stress sensor (711) is connected to the first interface (712) via an optical fiber cable (714); The strain testing unit (72) comprises a strain analyzer (723), a second interface (722) is provided on the strain analyzer (723), and the signal output end of each soil pressure box (721) is electrically connected to the second interface (722) via a second transmission wire (724).

6. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 5 is characterized in that: The test support (1) comprises a support seat (11), a pair of symmetrically placed outer vertical beams (12) are fixed on the support seat (11), the outer vertical beams (12) correspond to the side loading plates (41) one by one, and the upper ends of the two outer vertical beams (12) are fixedly connected by an outer top beam (13); The internal frame (2) comprises a pair of inner vertical beams (21) vertically fixed on the support seat (11), the two inner vertical beams (21) are located between the two outer vertical beams (12), and the upper ends of the two inner vertical beams (21) are fixed by an inner top beam (22).

7. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 6 is characterized in that: The two horizontal loading systems (5) are respectively installed on the two outer vertical beams (12). The horizontal loading systems (5) each include a plurality of first hydraulic cylinders (51) evenly distributed along a vertical plane. The first hydraulic cylinders (51) are horizontally fixed on the outer vertical beams (12). The output ends of the first hydraulic cylinders (51) are each provided with a first piston rod (52) horizontally facing the corresponding side loading plate (41). The first piston rod (52) slides through the side wall of the storage box (3). The first piston rod (52) A first cushion block (53) is fixed at each end, and each of the first cushion blocks (53) is detachably connected to a corresponding side loading plate (41). A first oil pipe (54) is provided on the outside of the test bracket (1), and one end of the first oil pipe (54) is connected to a first joint, and a plurality of first branch pipes (55) are connected to the first joint. The first branch pipes (55) correspond to the first hydraulic cylinders (51) one by one, and the ends of the first branch pipes (55) away from the first oil pipe (54) are connected to the corresponding first hydraulic cylinders (51).

8. The three-dimensional similarity test device for deep inclined layer-crossing tunneling according to claim 7 is characterized in that: The vertical loading system (6) comprises a plurality of second hydraulic cylinders (61) vertically mounted on the outer vertical beam (12) and uniformly distributed along the horizontal plane. The output end of the second hydraulic cylinder (61) is provided with a second piston rod (62) vertically placed downward. The second piston rod (62) slides through the side wall of the storage box. The ends of the second piston rods (62) are fixed with second cushion blocks (63). The second cushion blocks (63) are detachably connected to the top loading plate (42). A second oil pipe (64) is provided on the outer side of the test bracket (1). One end of the second oil pipe (64) is connected to a second joint. The second joint is connected to a plurality of second branch pipes (65). The second branch pipes (65) correspond to the second hydraulic cylinders (61) one by one. The ends of the second branch pipes (65) away from the second oil pipe (64) are connected to the corresponding second hydraulic cylinders (61).

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