CN116337626B - Tunnel excavation surface model test device and excavation surface collapse model acquisition method - Google Patents
Tunnel excavation surface model test device and excavation surface collapse model acquisition method Download PDFInfo
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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N23/00—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00
- G01N23/02—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material
- G01N23/04—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and forming images of the material
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N23/00—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00
- G01N23/02—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material
- G01N23/06—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and measuring the absorption
- G01N23/083—Investigating or analysing materials by the use of wave or particle radiation, e.g. X-rays or neutrons, not covered by groups G01N3/00 – G01N17/00, G01N21/00 or G01N22/00 by transmitting the radiation through the material and measuring the absorption the radiation being X-rays
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The invention relates to the technical field of tunnel models, in particular to a tunnel excavation face model test device and an excavation face collapse model acquisition method, wherein the tunnel excavation face model test device comprises the following components: the tunnel model module comprises a test soil box; the multi-layer calibration layer is formed in the test soil; the X-ray emitter and the X-ray receiver are respectively arranged at two sides of the tunnel model module; the driving mechanism is connected with the X-ray emitter and the X-ray receiver and is suitable for driving the X-ray emitter and the X-ray receiver to synchronously move along a first direction; and the control module is suitable for splicing the soil body section images in sequence. The tunnel excavation surface model test device can overcome the defect that soil body section images obtained by the conventional tunnel excavation surface model test device are difficult to align, a constructed three-dimensional model cannot intuitively reflect the shearing surface of an excavation failure body, and the constructed three-dimensional model can clearly and accurately reflect the shearing surface of the excavation surface failure body.
Description
Technical Field
The invention relates to the technical field of tunnel models, in particular to a tunnel excavation face model test device and an excavation face collapse model acquisition method.
Background
With the continuous development of social economy and urban demands, the development process of urban underground space in China is gradually accelerated, and underground tunnels become an important component in underground infrastructure in China. At present, in an excavation surface model test, how to monitor a displacement field of an underground deep soil body is a technical problem which is difficult to solve.
For example, the Chinese patent application No. CN113432997A discloses a device and a method for testing the three-dimensional damage mode of soil body of the tunnel face of a shield tunnel in the river-crossing sea, wherein the device comprises a model box, a transmission device and a testing system. The model box comprises a main box body, a steel support and an excavation module. The main box body consists of a soil filling box and a water tank and is arranged above the steel bracket. The excavation module consists of a model tunnel and a movable baffle plate, is positioned in the soil filling box, is connected with the side wall of the soil filling box and is used for simulating the displacement mode of an excavation surface in the actual shield tunneling process. The transmission device comprises a gear motor, a gear set and a screw rod, and the operation of the excavation module is controlled through the transmission device. The test system comprises an X-ray emission device and an observation device, and is used for observing the three-dimensional damage process of the soil body. When the underground displacement field is monitored, the positions of the X-ray emitting device and the observing device are adjusted, so that an X-ray photo is shot at each fixed angle of the X-ray emitting device, and after the test is finished, the shot photo is reconstructed through a software to obtain the complete three-dimensional soil displacement field.
However, the multiple cross sections obtained by the X-ray emitting device and the observation device are difficult to align precisely, and errors are liable to occur. And because the colors of the soil bodies are similar under X-rays, an operator cannot clearly and accurately observe the shearing surface of the damaged body even if a complete three-dimensional soil body displacement field is obtained by the mode.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to overcome the defects that the X-ray images obtained by the tunnel excavation surface model test device in the prior art are difficult to align accurately, and the constructed three-dimensional model cannot intuitively reflect the shearing surface of the excavation destructive body, so that the tunnel excavation surface model test device capable of accurately splicing the X-ray images and the constructed three-dimensional model can clearly and accurately reflect the shearing surface of the excavation surface destructive body and the acquisition method of the excavation surface collapse model are provided.
In order to solve the above problems, a first aspect of the present invention provides a tunnel excavation face model test apparatus, comprising:
the tunnel model module comprises a test soil box, test soil is filled in the test soil box, and a tunnel model is arranged in the test soil;
the multi-layer calibration layer is formed in the test soil and is spaced apart from each other in the height direction;
The X-ray emitter and the X-ray receiver are respectively arranged at two sides of the tunnel model module;
the driving mechanism is connected with the X-ray emitter and the X-ray receiver and is suitable for driving the X-ray emitter and the X-ray receiver to synchronously move along a first direction so that the X-ray emitter and the X-ray receiver shoot a plurality of soil body section images of a soil body in the test soil box, and the first direction forms a preset angle with the length direction of the tunnel model;
and the control module is in communication connection with the X-ray emitter and the X-ray receiver and is suitable for sequentially splicing a plurality of soil body section images so as to generate a soil body three-dimensional model in the test soil box.
Further, the calibration layer is a silicon powder layer paved on the surface of the test soil.
Further, the tunnel excavation surface model test device further comprises an initial calibration object and a termination calibration object which are arranged in the test soil box and are respectively positioned on two sides of the tunnel model.
Further, the tunnel excavation surface model test device further comprises a reflective belt which is paved above the test soil and is arranged along the edge of the test soil box, the tunnel excavation surface model test device further comprises a three-dimensional laser scanner which is arranged above the test soil box, the three-dimensional laser scanner is in communication connection with the control module, and the device is suitable for acquiring the three-dimensional point cloud data of the earth surface above the test soil box.
Further, the tunnel model includes a support cylinder buried in the test soil.
Further, the tunnel model module further includes:
a programmable motor;
the transmission shaft extends into the tunnel model and is arranged along the axis of the tunnel model, and the transmission shaft is driven by a programmable motor;
the universal shaft is connected with the transmission shaft;
the excavation face panel is connected with the universal shaft, is positioned in the tunnel model and abuts against the excavation face of the test soil.
Further, the tunnel excavation face model test device further includes:
the tension pressure sensor is connected between the universal shaft and the excavation face plate;
the soil pressure box is embedded on one side of the excavation face plate, which is away from the programmable motor;
the pore water pressure gauge is embedded in one side of the excavation face plate, which is away from the programmable motor;
the strain gauge is attached to the outer surface of the supporting cylinder, and the control module is in communication connection with the tension pressure sensor, the soil pressure box, the pore water pressure gauge and the strain gauge.
Further, the tunnel excavation face model test device further includes:
the water inlet end of the water inlet pipeline is connected with a water source, the water outlet end of the water inlet pipeline is connected with the test soil box, and a water inlet valve is arranged in the water inlet pipeline;
The water inlet end of the water draining pipeline is connected with the test soil box, the water outlet end is suitable for draining water outwards, and a water draining valve is arranged in the water draining pipeline.
Further, the driving mechanism includes:
a first positioning guide rail laid on one side of the tunnel model module and extending in a first direction;
the first trolley is in sliding connection with the first positioning guide rail, and the X-ray emitter is arranged on the first trolley;
a second positioning guide rail laid on the other side of the tunnel model module and extending in the first direction;
and the second trolley is in sliding connection with the second positioning guide rail, and the X-ray receiver is arranged on the second trolley.
The second aspect of the present invention relates to a method for obtaining an excavation face collapse model, which is obtained by performing a test using the tunnel excavation face model test device of the first aspect of the present invention, and the tunnel excavation face model test device further includes:
a supporting cylinder buried in the test soil;
a programmable motor;
the transmission shaft extends into the tunnel model and is arranged along the axis of the tunnel model, and the transmission shaft is driven by a programmable motor;
the universal shaft is connected with the transmission shaft;
the excavation face panel is connected with the universal shaft, is positioned in the tunnel model and props against the excavation face of the test soil;
The tension pressure sensor is connected between the universal shaft and the excavation face plate;
the soil pressure box is embedded into one side of the excavation face panel, which is away from the programmable motor;
the pore water pressure gauge is embedded into one side of the excavation face plate, which is away from the programmable motor;
the strain gauge is attached to the outer surface of the supporting cylinder;
the acquisition method comprises the following steps:
step S1, sequentially paving a test soil layer and a calibration layer in a test soil box;
s2, acquiring a first soil body three-dimensional model of a soil body through an X-ray emitter and an X-ray receiver, and acquiring first stress data of a tunnel model through a tension pressure sensor, a soil pressure box, a pore water pressure gauge and a strain gauge;
step S3, controlling a programmable motor to extract a preset distance from the excavation surface panel, acquiring a second soil body three-dimensional model of the soil body through an X-ray emitter and an X-ray receiver, and acquiring second stress data in the process of excavating through a tension pressure sensor, a soil pressure box, a pore water pressure gauge and a strain gauge;
step S4, repeating the step S3 until the soil body collapses, and obtaining a plurality of groups of second stress data { a1, a2 … … an } and a plurality of groups of second soil body three-dimensional models { b1, b2 … … bn };
and S5, obtaining a relation model of the supporting force and the soil deformation through a plurality of groups of second stress data and a plurality of groups of second soil three-dimensional models.
The invention has the following advantages:
the tunnel excavation surface model test device comprises a tunnel model module, a plurality of calibration layers, an X-ray emitter, an X-ray receiver, a driving mechanism and a control module. Because the attenuation frequencies of the calibration layer and the test soil are different, the X-rays can be projected onto the X-ray receiver at different attenuation frequencies after passing through the test soil and the calibration layer, so that the color of the calibration layer in the soil body section image is different from that of water, the calibration layer can be used as a calibration line, a plurality of soil body section images can be accurately aligned and spliced by a control module conveniently, errors existing in the process of splicing the soil body section images are reduced, and a soil body three-dimensional model is more accurate. And because the color of the calibration layer in the three-dimensional model is different from the color of the test soil, a user can clearly identify the shearing surface of the damaged body of the excavation surface by drawing the deformation points of the calibration layer. Therefore, the three-dimensional model constructed by the tunnel excavation surface model test device can clearly and accurately reflect the shearing surface of the excavation surface destructive body. In summary, the tunnel excavation surface model test device provided by the invention can accurately align and splice a plurality of soil body section images, so that an accurate three-dimensional model of the soil body is obtained, and the three-dimensional model can clearly and accurately reflect the shearing surface of an excavation surface damaged body.
The method for acquiring the collapse model of the excavation surface is obtained by adopting the tunnel excavation surface model test device of the first aspect of the invention to test, and the method for acquiring the collapse model of the excavation surface is suitable for acquiring a relation model of supporting force and soil deformation, so that theoretical support is provided for ensuring stable, safe and smooth construction of the excavation surface.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the description of the embodiments or the prior art will be briefly described, and it is obvious that the drawings in the description below are some embodiments of the present invention, and other drawings can be obtained according to the drawings without inventive effort for a person skilled in the art.
FIG. 1 is a perspective view showing a tunnel excavation face model test apparatus of embodiment 1 of the present invention;
fig. 2 schematically shows a side view of a tunnel excavation face model test apparatus of embodiment 1 of the present invention.
Reference numerals illustrate:
11. a test soil box; 12. testing soil; 13. a tunnel model; 21. an X-ray emitter; 22. an X-ray receiver; 3. a control module; 41. starting a calibration material; 42. terminating the calibration object; 43. a reflective tape; 5. a three-dimensional laser scanner; 61. stretching a pressure sensor; 62. a soil pressure box; 63. a pore water pressure gauge; 64. a strain gage; 71. a water inlet pipeline; 72. a drainage pipeline; 73. a water inlet valve; 74. a drain valve; 81. a first positioning guide rail; 82. a second positioning guide rail; 83. a first cart; 84. a second cart; 91. a programmable motor; 92. a transmission shaft; 93. a universal shaft; 94. and excavating a face plate.
Detailed Description
The following description of the embodiments of the present invention will be made apparent and fully in view of the accompanying drawings, in which some, but not all embodiments of the invention are shown. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In addition, the technical features of the different embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
Example 1
Fig. 1 is a perspective view showing a tunnel excavation face model test apparatus of embodiment 1 of the present invention. Fig. 2 schematically shows a side view of a tunnel excavation face model test apparatus of embodiment 1 of the present invention. As shown in fig. 1 and 2, embodiment 1 relates to a tunnel excavation face model test apparatus, which includes a tunnel model module, a plurality of calibration layers, an X-ray emitter 21, an X-ray receiver 22, a driving mechanism, and a control module 3. The tunnel model module comprises a test soil box 11. The test soil box 11 is suitable for being filled with test soil 12. A tunnel model 13 is arranged in the test soil 12. Multiple calibration layers are formed within test soil 12 and spaced apart from each other in the height direction. The X-ray emitter 21 and the X-ray receiver 22 are arranged on both sides of the tunnel model module, respectively. The driving mechanism is connected with the X-ray emitter 21 and the X-ray receiver 22 and is suitable for driving the X-ray emitter 21 and the X-ray receiver 22 to synchronously move along a first direction so that the X-ray emitter 21 and the X-ray receiver 22 shoot a plurality of soil body section images of the soil body in the test soil box 11. The first direction makes a predetermined angle with the length direction of the tunnel model 13. The predetermined angle may be an acute angle, an obtuse angle or a right angle. Preferably, in the present embodiment, the preset angle is a right angle.
The control module 3 is in communication connection with the X-ray emitter 21 and the X-ray receiver 22 and is suitable for sequentially splicing a plurality of soil body section images to generate a soil body three-dimensional model in the test soil box 11. For example, in this embodiment, the control module is adapted to sequentially splice the plurality of soil body section images after the X-ray emitter 21 and the X-ray receiver 22 acquire the plurality of soil body section images of the whole tunnel module model. The control module 3 may include a programmable logic control unit (such as a PLC or a CPU), a memory, and electronic components connected to the programmable logic control unit, etc., which are well known to those skilled in the art and will not be described in detail herein.
The tunnel excavation face model test device of the present embodiment includes a tunnel model module, a plurality of calibration layers, an X-ray emitter 21, an X-ray receiver 22, a driving mechanism, and a control module 3. Because the attenuation frequencies of the calibration layer and the test soil 12 are different, the X-rays can be projected onto the X-ray receiver 22 at different attenuation frequencies after passing through the test soil and the calibration layer, so that the color of the calibration layer in the soil body section image is different from that of the test soil, the calibration layer can be used as a calibration line, and a plurality of soil body section images can be accurately aligned and spliced by a control module conveniently, thereby reducing errors in the process of splicing the soil body section images and enabling a soil body three-dimensional model to be more accurate.
And because the color of the calibration layer in the three-dimensional model is different from that of the test soil 12, a user can clearly identify the shearing surface of the damaged body of the excavation surface by drawing the deformation point of the calibration layer, so that the three-dimensional model constructed by the tunnel excavation surface model test device can clearly and accurately reflect the shearing surface of the damaged body of the excavation surface. In summary, the tunnel excavation surface model test device provided by the invention can accurately align and splice a plurality of soil body section images, so that an accurate three-dimensional model of the soil body is obtained, and the three-dimensional model can clearly and accurately reflect the shearing surface of an excavation surface damaged body.
In addition, the present embodiment, in which the X-ray emitter 21 and the X-ray receiver 22 are provided so as to be movable in synchronization with each other in the first direction, and the X-ray emitter 21 and the X-ray receiver 22 are stationary with respect to the test soil box 11, has: the device can avoid the disturbance of the soil body and water caused by the irrelevant acting forces such as centrifugal force, inertial force and the like, thereby influencing the test result.
In addition, the device for monitoring the three-dimensional damage mode of the tunnel model in the prior art acquires the soil body section images of different positions in the test soil box by adjusting the angle of the X-ray emission device, so that deformation displacement monitoring can only be carried out on the soil body at partial positions in the test soil box 11, and the monitoring range can not cover the whole test soil box. The X-ray emitter 21 and the X-ray receiver 22 of the present solution can move synchronously along the first direction, and the movement range thereof can extend over the entire test soil box 11, thereby monitoring the displacement field of the entire soil body in the test soil box 11.
The calibration layer is preferably made of a material that attenuates frequencies that differ from the test soil 12 and water, such as metal powder, plastic powder, or silicon powder. For example, in this embodiment, the calibration layer is a layer of silicon powder that is tiled on the surface of test soil 12. The grain size of the silica powder is preferably the same as that of the test soil 12. The attenuation frequency of the silica powder is obviously different from that of the test soil 12 and water, and the parameters such as internal friction angle, cohesive force, gravity and the like of the silica powder are also less different from those of a natural soil body. Therefore, the silicon powder is used as the calibration layer, so that the performance of the soil body is not easy to change, and the test structure of the excavated surface model test device can be more accurate. Preferably, in the present embodiment, the X-ray receiver 22 is a flat panel detector.
To facilitate observation of whether the soil in the test soil box 11 collapses, the test soil box 11 is preferably made of a transparent material. Transparent materials include, but are not limited to, plexiglas, and the like. The dimensions of the test earth box 11 may be adaptively set according to the dimensions of the tunnel model 13. Preferably, in order to avoid boundary effects, the width of the test soil box 11 should be greater than 6 times the diameter of the tunnel model 13. The length of the test earth box 11 should be greater than 5 times the length of the tunnel model 13. The height of the test soil box 11 can be scaled and determined according to the actual engineering scale. The maximum particle size of the test soil 12 should not exceed 1/200 of the size of the tunnel model 13. For example, in this embodiment, the particle size of the test soil 12 is preferably 0.5mm.
In this embodiment, the tunnel excavation surface model test apparatus further includes a start marker 41 and a stop marker 42 disposed in the test soil box 11 and located on both sides of the tunnel model 13, respectively. This allows one soil cross-sectional image scanned to the start marker 41 to be the first soil cross-sectional image and one soil cross-sectional image scanned to the end marker 42 to be the last soil cross-sectional image when the soil cross-sectional images are stitched.
The starting calibration material 41 and the ending calibration material 42 may each comprise one or more. Preferably, in this embodiment, the number of starting calibrations 41 is two. Two starting calibrations 41 are located at the two corners of the starting end of the movement path of the X-ray emitter 21, respectively. The number of the stop standard 42 is two. Two stop markers 42 are located at the two corners of the end of the path of movement of the X-ray emitter 21, respectively. This enables the X-ray emitter 21 and the X-ray receiver 22 to scan two starting markers 41 at the beginning of the movement and two ending markers 42 at the end of the movement at the same time. Thus, two starting markers 41 can form a reference line and two ending markers 42 can form a reference line. The start calibration object 41 and the end calibration object 42 can perform a calibration function.
The starting calibration material 41 and the ending calibration material 42 are preferably made of a material, such as metal, plastic, or silicon, that attenuates frequencies differently than the test soil 12 and water. Preferably, in this embodiment, the starting calibration material 41 and the ending calibration material 42 are each a setting nail inserted into the test soil 12.
In this embodiment, the tunnel excavation face model test apparatus further includes a reflective tape 43 laid over the test soil 12 and disposed along the edge of the test soil box 11. The tunnel excavation face model test device further comprises a three-dimensional laser scanner 5 arranged above the test soil box 11. The three-dimensional laser scanner 5 is in communication connection with the control module 3 and is suitable for acquiring the three-dimensional point cloud data of the earth surface above the test soil box 11. The control module can analyze the three-dimensional point cloud data of the earth surface before and after the excavation so as to acquire the settlement data of the excavation surface of the soil body in the test soil box 11.
In addition, the surface three-dimensional point cloud data can also be used for modeling to form a surface three-dimensional model. The earth surface three-dimensional model obtained by the three-dimensional laser scanner can also be used as a reference surface of the upper surface of the soil body three-dimensional model. The control module is preferably arranged to: the top of the soil body in the soil body section images acquired by the X-ray emitter 21 and the X-ray receiver 22 at the same moment can be aligned with the surface three-dimensional model, so that the soil body three-dimensional model acquired by the X-ray emitter 21 and the X-ray receiver 22 is more accurate, and the shearing surface of the damaged body of the excavation surface can be reflected more accurately.
Wherein, the three-dimensional laser scanner 5 can be fixed, and is fixedly arranged above the test soil box 11; the three-dimensional laser scanner 5 may also be optionally hand-held mobile and moved by the operator's hand.
Preferably, in this embodiment, the tunnel model 13 includes a support cylinder buried within the test soil 12. The tunnel model module also includes a programmable motor 91, a drive shaft 92, a cardan shaft 93 and an excavation face plate 94. Wherein the drive shaft 92 protrudes into the tunnel model 13 and is arranged along the axis of the tunnel model 13. The drive shaft 92 is driven by a programmable motor 91. The universal shaft 93 is connected to the drive shaft 92. The excavation face plate 94 is connected with the cardan shaft 93 and is located in the tunnel model 13, and the excavation face plate 94 abuts against the excavation face of the test soil 12. Preferably, in this embodiment, the tunnel model module further comprises a fixed frame arranged outside the test soil box 11. The programmable motor 91 is fixedly mounted on the fixed frame.
The programmable motor 91 can drive the transmission shaft 92 to move along the axial direction of the tunnel model 13, so that the destabilization damage simulation of the excavation face is realized. In this embodiment, the programmable motor 91 can drive the transmission shaft 92 to extend forward or backward along the axial direction of the tunnel model 13. Wherein the forward finger moves in a direction away from the programmable motor 91 and the reverse finger moves in a direction toward the programmable motor 91. The tunnel excavation face model test device of this embodiment can simulate the passive destruction process of excavation face when programmable motor 91 drives the transmission shaft and stretches forward. Preferably, in the present embodiment, the programmable motor 91 is configured to drive the transmission shaft 92 to retract along the axial direction of the tunnel model 13, so that the excavation face panel 94 moves towards the inlet end of the tunnel model 13, the soil body on the excavation face collapses greatly, the force acting on the excavation face panel 94 is reduced, the soil pressure box 62 and the pore water pressure gauge 63 are embedded on the excavation face panel 94, the force in the destabilization process can be obtained, and the destabilization damage simulation of the excavation face is realized. The programmable motor 91 can control the direction, speed and duration of movement of the drive rod.
The tunnel excavation face model test apparatus preferably further includes a tension pressure sensor 61, a soil pressure box 62, a pore water pressure gauge 63, and a strain gage 64. The tension pressure sensor 61 is connected between the cardan shaft 93 and the excavation face plate 94, and is adapted to detect the total supporting force applied to the excavation face plate 94 during the movement. When the programmable motor 91 drives the excavation face plate 94 to move backward, the total supporting force applied to the excavation face plate 94 during the movement is the sum of the detection value of the tension pressure sensor 61 and the friction force. When the programmable motor 91 drives the excavation face plate 94 to move forward, the total supporting force applied to the excavation face plate 94 during the movement is the difference between the detection value of the tension pressure sensor 61 and the friction force. Wherein friction refers to friction existing between the excavation face plate 94 and the tunnel model when the excavation face plate 94 is moved.
The soil pressure box 62 is embedded in the excavation face plate 94 on the side facing away from the programmable motor 91. The earth pressure cell 62 can be used to monitor the supporting forces during excavation face destabilization. The pore water pressure gauge 63 is embedded in the side of the excavation face plate 94 facing away from the programmable motor 91, and can be used to monitor pore water pressure distribution during destabilization. Strain gauge 64 is attached to the outer surface of the support cylinder for monitoring tunnel contact pressure during soil destabilization. The control module 3 is in communication with a tension pressure sensor 61, a soil pressure cell 62, a pore water pressure gauge 63 and a strain gauge 64. The soil pressure box 62 and the pore water pressure gauge are arranged on the excavation face panel 94, so that the soil pressure and the pore water pressure change rule of the excavation face in the excavation face instability process can be obtained.
Wherein the soil pressure boxes 62 are preferably plural and uniformly distributed on the side of the excavation face plate 94 remote from the programmable motor 91. The pore water pressure gauge 63 is preferably a plurality and is evenly distributed on the side of the excavation face plate 94 remote from the programmable motor 91. The number of strain gages 64 is preferably plural and uniformly distributed on the outer peripheral surface of the support cylinder.
In this embodiment, the tunnel excavation surface model test apparatus preferably further includes a water inlet pipe 71 and a water outlet pipe 72. Wherein the water inlet end of the water inlet pipeline 71 is connected with a water source, and the water outlet end is connected with the test soil box 11. A water inlet valve 73 is provided in the water inlet line 71. The water inlet end of the drainage pipeline 72 is connected with the test soil box 11, the water outlet end is suitable for outwards draining, and a drainage valve 74 is arranged in the drainage pipeline 72. The groundwater environment can be simulated through the water inlet pipeline 71 and the water outlet pipeline 72, so that the environment in the test soil box is more attached to the actual condition of the tunnel soil body. Through adjusting the height of the junction of the water inlet pipeline 71 and the water outlet pipeline 72 with the test soil box 11, the environment in the test soil box 11 can be more attached to the groundwater condition of a specific area, so that the test result of the tunnel excavation surface model test device is more accurate.
For example, in the present embodiment, the filling height in the test soil box 11 is 1m. The water inlet pipeline 71 is inserted into the test soil box 11 and is positioned at 0.2m below the soil surface. The drain line 72 is inserted into the test soil box 11 and is located 0.5m below the soil surface. By the arrangement, the underground water can be present in the stratum with the burial depth of 0.2-0.5 m. Preferably, in the present embodiment, the water inlet end of the water inlet pipe 71 is connected to the water inlet tank. The drain end of the drain line 72 is connected to a drain sump. The inlet valve 73 and the drain valve 74 are preferably, but not limited to, ball valves.
The driving mechanism may alternatively include a first cart 83 and a second cart 84, and the X-ray emitter 21 and the X-ray receiver 22 are respectively provided on the first cart 83 and the second cart 84; the driving mechanism may also be selected to include a first conveyor belt and a second conveyor belt extending in the first direction and respectively disposed on both sides of the tunnel model module, and the X-ray emitter 21 and the X-ray receiver 22 are respectively disposed on the first conveyor belt and the second conveyor belt; the drive mechanism may alternatively comprise a first linear guide rail and a second linear guide rail extending in the first direction and arranged on both sides of the tunnel model, respectively, the X-ray emitter 21 being arranged on a slide of the first linear guide rail and the X-ray receiver 22 being arranged on a slide of the second linear guide rail.
Preferably, in the present embodiment, the drive mechanism includes a first positioning rail 81, a first carriage 83, a second positioning rail 82, and a second carriage 84. Wherein the first positioning rail 81 is laid on one side of the tunnel model module and extends in a first direction. The first carriage 83 is slidably connected to the first positioning rail 81. The X-ray emitter 21 is arranged on the first trolley 83. The second positioning rail 82 is provided at the other side of the tunnel model module and extends in the first direction. The second carriage 84 is slidably coupled to the second positioning rail 82, and the X-ray receiver 22 is disposed on the second carriage 84. The first trolley 83 and the second trolley 84 are capable of driving the X-ray emitter 21 and the X-ray receiver 22 in a synchronized movement. The first positioning rail 81 and the second positioning rail 82 can restrict the movement trajectories of the first carriage 83 and the second carriage 84, respectively, to ensure that the movement directions of the X-ray emitter 21 and the X-ray receiver 22 are parallel to each other.
In summary, the tunnel excavation surface model test device of embodiment 1 can accurately align and splice a plurality of soil body section images, thereby obtaining an accurate three-dimensional model of the soil body, and the three-dimensional model can clearly and accurately reflect the shear plane of the excavation surface damaged body.
Example 2
Embodiment 2 relates to a method for acquiring an excavation face collapse model, and the acquisition method is obtained by adopting the tunnel excavation face model test device of embodiment 1 for test. The tunnel model includes a support cylinder buried within test soil 12. Tunnel excavation face model test device still includes: a programmable motor 91, a transmission shaft 92, a universal shaft 93, an excavation face plate 94, a tension pressure sensor 61, a soil pressure box 62, a pore water pressure gauge 63 and a strain gage 64. Wherein the drive shaft 92 protrudes into the tunnel model 13 and is arranged along the axis of the tunnel model 13. The drive shaft 92 is driven by a programmable motor 91. The universal shaft 93 is connected to the drive shaft 92. Excavation face plate 94 is connected to cardan shaft 93. An excavation face plate 94 is positioned within the tunnel model 13 and against the excavation face of the test earth 12.
The programmable motor 91 can not only control the speed of the drive shaft 92, but also control the moving distance of the drive shaft 92, thereby controlling the excavation face plate 94 more precisely. Because the distance of movement of the excavation face plate 94 directly affects the stress field and the deformation field, the use of the more accurate programmable motor 91 can effectively improve the test accuracy.
Tension pressure sensor 61 is connected between cardan shaft 93 and excavation face plate 94. Soil pressure box 62 is embedded in the side of excavation face plate 94 facing away from programmable motor 91. The pore water pressure gauge 63 is embedded in the side of the excavation face plate 94 facing away from the programmable motor 91. Strain gauge 64 is affixed to the outer surface of the support cylinder.
The acquisition method comprises the steps of S1, S2, S3, S4 and S5. Wherein, the liquid crystal display device comprises a liquid crystal display device,
the step S1 mainly comprises the following steps: and a test soil layer and a calibration layer are sequentially paved in the box body.
The step S2 mainly comprises the following steps: a first three-dimensional model of the soil mass is acquired by the X-ray emitter 21 and the X-ray receiver 22, and first stress data of the tunnel model 13 is acquired by the tension pressure sensor 61, the soil pressure cell 62, the pore water pressure gauge 63 and the strain gauge 64.
The step S3 mainly comprises the following steps: the programmable motor 91 is controlled to withdraw the excavation face plate 94 a preset distance. A second three-dimensional model of the soil body is acquired by means of the X-ray emitter 21 and the X-ray receiver 22. Second stress data during the excavation is acquired by tensioning the pressure sensor 61, the earth pressure cell 62, the pore water pressure gauge 63 and the strain gauge 64. The preset distance may be adaptively set according to the length of the tunnel model, which is well known to those skilled in the art, and thus will not be described in detail herein.
The step S4 mainly comprises the following steps: and (3) repeating the step (S3) until the soil body collapses, and obtaining a plurality of groups of second stress data { a1, a2 … … an } and a plurality of groups of second soil body three-dimensional models { b1.b2 … … bn }. And acquiring a group of second stress data and a second soil body three-dimensional model after each simulation. A first set of the plurality of sets of second stress data is denoted as a1, a second set of the plurality of sets of second stress data is denoted as a2, and so on. A first set of the plurality of sets of second soil three-dimensional models is denoted b1, a second set of the plurality of sets of second soil three-dimensional models is denoted b2, and so on.
The step S5 mainly comprises the following steps: and obtaining a relation model of the supporting force and the soil deformation through a plurality of groups of second stress data and a plurality of groups of second soil three-dimensional models.
Preferably, in the present embodiment, a test soil layer and a silicon powder layer are sequentially laid in the test soil box 11, and specifically include: and paving a silicon powder layer with a second thickness on the upper surface of the test soil layer every time the test soil layer with the first thickness is filled. The first thickness is preferably in the range of 5-10 cm, and the second thickness is preferably but not limited to 2mm. The device can ensure that the silicon powder layer is clearly displayed in the soil body section image so as to clearly and accurately reflect the shearing surface of the damaged body of the excavated surface, and the cost of the tunnel excavated surface model test device is not increased due to excessive consumption of the silicon powder layer.
Preferably, in this embodiment, the tunnel excavation face model test apparatus further includes a groundwater simulation system. The groundwater simulation system includes a water intake line 71 and a water discharge line 72. Wherein the water inlet end of the water inlet pipeline 71 is connected with a water source, and the water outlet end is connected with the test soil box 11. A water inlet valve 73 is provided in the water inlet line 71. The water inlet end of the drainage pipeline 72 is connected with the test soil box 11, the water outlet end is suitable for outwards draining, and a drainage valve 74 is arranged in the drainage pipeline 72.
The step S1 further comprises the following steps: the water inlet valve 73 is opened, the water outlet valve 74 is closed, and the water inlet valve 73 is closed until the soil body in the test soil box 11 is saturated. After standing for 24 hours, the drain valve 74 is opened.
A first three-dimensional model of the soil body is acquired by an X-ray emitter 21 and an X-ray receiver 22, specifically comprising: and sequentially splicing a plurality of soil body section images by taking the silicon powder layer as a calibration line.
Preferably, in this embodiment, the tunnel excavation face model test apparatus further includes a reflective tape 43 laid over the test soil 12 and disposed along the edge of the test soil box 11. The tunnel excavation face model test device further comprises a three-dimensional laser scanner 5 arranged above the test soil box 11. The three-dimensional laser scanner 5 is in communication connection with the control module 3 and is suitable for acquiring the three-dimensional point cloud data of the earth surface above the test soil box 11.
Step S2 further includes: and acquiring three-dimensional point cloud data of the soil body surface before excavation so as to obtain a first three-dimensional package body. The first three-dimensional encapsulation body can be used as a reference surface of the upper surface of the soil body of the first soil body three-dimensional model, and the auxiliary control module is used for splicing the soil body section images so as to ensure that the first soil body three-dimensional model can reflect the shearing surface of the damaged body of the excavation surface more accurately.
First stress data of the tunnel model 13 is acquired by stretching the pressure sensor 61, the earth pressure cell 62, the pore water pressure gauge 63 and the strain gauge 64. The method specifically comprises the following steps: a first total supporting force measured by the tension pressure sensor 61 is obtained. A first excavation face supporting force measured by the soil pressure boxes 62 is acquired. A first pore water pressure measured by a pore water pressure gauge is obtained. A first tunnel contact pressure measured by the strain gauge 64 is obtained.
Preferably, in order to improve the test accuracy of the tunnel excavation surface model test apparatus, the step S2 is preceded by the step of commissioning the X-ray emitter 21, the X-ray receiver 22, the tension pressure sensor 61, the soil pressure box 62, the pore water pressure gauge 63 and the strain gauge 64.
The method specifically comprises the following steps: the first carriage 83 and the second carriage 84 are controlled by the control module 3 so that the X-ray emitter 21 and the X-ray receiver 22 have the same moving direction and moving speed. The acquisition accuracy of the three-dimensional laser scanner 5 was set to the size of the particle size of the test chart. The tension pressure sensor 61, the soil pressure box 62, the pore water pressure gauge 63 and the strain gauge 64 are calibrated, a calibration file is imported, and the acquisition frequency is set to 10 times per second.
Controlling the programmable motor 91 to draw the excavation face plate 94 out of the preset distance specifically includes: the programmable motor 91 is controlled to move at a constant speed at a first speed until the excavation face panels 94 are withdrawn a predetermined distance. The first speed may be set according to the actual working conditions, which are well known to those skilled in the art, and will not be described in detail herein.
A second three-dimensional model of the soil body is acquired by means of the X-ray emitter 21 and the X-ray receiver 22. Second stress data in the process of excavating the soil is acquired through a tension pressure sensor 61, a soil pressure box 62, a pore water pressure gauge 63 and a strain gauge 64, and specifically comprises: a second total supporting force measured by the tension pressure sensor 61 is obtained. The second excavation face supporting force measured by the soil pressure boxes 62 is acquired. And obtaining a second pore water pressure value measured by a pore water pressure gauge. A second tunnel contact pressure measured by the strain gauge 64 is obtained.
The manner of acquiring the second soil body three-dimensional model is the same as that of acquiring the first soil body three-dimensional model, so that the description thereof is omitted. When the tunnel excavation face model test apparatus further includes the three-dimensional laser scanner 5, step S4 preferably further includes: and acquiring second surface three-dimensional point cloud data above the test soil box 11. And packaging the second surface three-dimensional point cloud data to obtain a second three-dimensional package. The reflective tape 43 is aligned with the first three-dimensional package and the second three-dimensional package as reference surfaces. And taking the first three-dimensional packaging body as a fixed unit and the second three-dimensional packaging body as a floating unit, and performing difference value calculation to obtain three-dimensional deformation bodies before and after the surface deformation. The sedimentation data of the axial section and the cross section in the range of the tunnel model 13 are extracted. The operation of packaging the surface three-dimensional point cloud data can be performed by using GeoMagic software.
Preferably, obtaining the model of the relationship of the supporting force and the soil deformation further comprises:
and using a stress strain acquisition card to perform noise reduction and filtering on the obtained stress data so as to eliminate the stress data during shutdown scanning. Dividing the second stress data during movement of the excavation face plate 94 by the first stress data yields normalized stresses. Specifically, dividing the second stress data by the first stress data includes: dividing the second total support force by the first total support force. Dividing the second excavation face supporting force by the first excavation face supporting force. The second pore water pressure value is divided by the first pore water pressure value. The second tunnel contact pressure is divided by the first tunnel contact pressure.
With the continuous development of social economy and urban demands, the development process of urban underground space in China is gradually accelerated. Underground tunnels, utility tunnel, water supply and drainage pipe networks and the like become important components in underground infrastructures of China. However, in the construction process of the above infrastructure, the excavation face is easy to be unstable due to the change of the supporting force, so that the upper covering soil body is induced to collapse, and especially when the sectional area is large, the burial depth is shallow, and the ground construction is dense, the excavation face instability accident can cause huge economic personnel loss, and the urban normal operation is inconvenient. Therefore, how to clarify the linkage rule of deformation displacement of the excavation face and surrounding soil mass and the support force of the excavation face in the construction process becomes a technical problem to be solved urgently by those skilled in the art. The method for acquiring the excavation face collapse model in the embodiment 2 of the invention is suitable for acquiring the relation model of the supporting force and the soil deformation by using the tunnel excavation face model test device in the embodiment 1 of the invention, thereby providing theoretical support for ensuring stable excavation face, safe and smooth construction.
It is apparent that the above examples are given by way of illustration only and are not limiting of the embodiments. Other variations or modifications of the above teachings will be apparent to those of ordinary skill in the art. It is not necessary here nor is it exhaustive of all embodiments. While still being apparent from variations or modifications that may be made by those skilled in the art are within the scope of the invention.
Claims (9)
1. Tunnel excavation face model test device, its characterized in that includes:
the tunnel model module comprises a test soil box (11), wherein test soil (12) is suitable for being filled in the test soil box (11), and a tunnel model (13) is arranged in the test soil (12);
the multiple layers of calibration layers are formed in the test soil (12) and are spaced apart from each other in the height direction, and the calibration layers are silicon powder layers which are tiled on the surface of the test soil (12);
an X-ray emitter (21) and an X-ray receiver (22), wherein the X-ray emitter (21) and the X-ray receiver (22) are respectively arranged at two sides of the tunnel model module;
the driving mechanism is connected with the X-ray emitter (21) and the X-ray receiver (22) and is suitable for driving the X-ray emitter (21) and the X-ray receiver (22) to synchronously move along a first direction so that the X-ray emitter (21) and the X-ray receiver (22) shoot a plurality of soil body section images of the soil body in the test soil box (11), and the first direction forms a preset angle with the length direction of the tunnel model (13);
And the control module (3) is in communication connection with the X-ray emitter (21) and the X-ray receiver (22) and is suitable for sequentially splicing a plurality of soil body section images so as to generate a soil body three-dimensional model in the test soil box (11).
2. The tunnel excavation face model test apparatus of claim 1, further comprising a start marker (41) and a stop marker (42) disposed within the test soil box (11) and located on both sides of the tunnel model (13), respectively.
3. Tunnel excavation face model test device according to claim 1 or 2, characterized in that it further comprises a reflective strip (43) laid above the test soil (12) and arranged along the edge of the test soil box (11), the tunnel excavation face model test device further comprising a three-dimensional laser scanner (5) arranged above the test soil box (11), the three-dimensional laser scanner (5) being in communication with the control module (3) and being adapted to acquire surface three-dimensional point cloud data above the test soil box (11).
4. Tunnel excavation face model test apparatus according to claim 1 or 2, characterized in that the tunnel model (13) comprises a support cylinder buried in the test soil (12).
5. The tunnel excavation face model test apparatus of claim 4, wherein the tunnel model module further comprises:
a programmable motor (91);
-a drive shaft (92) extending into the tunnel model (13) and arranged along the axis of the tunnel model (13), the drive shaft (92) being driven by the programmable motor (91);
a universal shaft (93) connected to the drive shaft (92);
the excavation face panel (94) is connected with the universal shaft (93), and the excavation face panel (94) is located in the tunnel model (13) and abuts against the excavation face of the test soil (12).
6. The tunnel excavation face model test apparatus of claim 5, further comprising:
a tension pressure sensor (61) connected between the cardan shaft (93) and the excavation face plate (94);
a soil pressure box (62) which is arranged on the side of the excavation face plate (94) facing away from the programmable motor (91) in an embedded manner;
a pore water pressure gauge (63) which is embedded on one side of the excavation face plate (94) away from the programmable motor (91);
and the strain gauge (64) is attached to the outer surface of the supporting cylinder, and the control module (3) is in communication connection with the tension pressure sensor (61), the soil pressure box (62), the pore water pressure gauge (63) and the strain gauge (64).
7. The tunnel excavation face model test apparatus of claim 1 or 2, further comprising:
the water inlet end of the water inlet pipeline (71) is connected with a water source, the water outlet end of the water inlet pipeline is connected with the test soil box (11), and a water inlet valve (73) is arranged in the water inlet pipeline (71);
the water inlet end of the water draining pipeline (72) is connected with the test soil box (11), the water outlet end of the water draining pipeline is suitable for outwards draining water, and a water draining valve (74) is arranged in the water draining pipeline (72).
8. The tunnel excavation face model test apparatus of claim 1 or 2, wherein the driving mechanism comprises:
a first positioning rail (81) laid on one side of the tunnel model module and extending in the first direction;
a first trolley (83) slidingly connected to the first positioning rail (81), the X-ray emitter (21) being arranged on the first trolley (83);
a second positioning rail (82) laid on the other side of the tunnel model module and extending in the first direction;
and a second trolley (84) which is in sliding connection with the second positioning guide rail (82), wherein the X-ray receiver (22) is arranged on the second trolley (84).
9. An acquisition method of an excavation face collapse model, characterized in that the acquisition method is obtained by performing a test using the tunnel excavation face model test apparatus according to any one of claims 1 to 8, the tunnel excavation face model test apparatus further comprising:
a support cylinder buried in the test soil (12);
a programmable motor (91);
-a drive shaft (92) extending into the tunnel model (13) and arranged along the axis of the tunnel model (13), the drive shaft (92) being driven by the programmable motor (91);
a universal shaft (93) connected to the drive shaft (92);
an excavation face plate (94) connected with the universal shaft (93), wherein the excavation face plate (94) is positioned in the tunnel model (13) and is propped against the excavation face of the test soil (12);
a tension pressure sensor (61) connected between the cardan shaft (93) and the excavation face plate (94);
-a soil pressure box (62) embedded in a side of the excavation face plate (94) facing away from the programmable motor (91);
a pore water pressure gauge (63) embedded in a side of the excavation face plate (94) facing away from the programmable motor (91);
A strain gauge (64) attached to the outer surface of the support cylinder;
the acquisition method comprises the following steps:
step S1, paving a test soil layer and a calibration layer in the test soil box (11) in sequence;
s2, acquiring a first soil body three-dimensional model of a soil body through an X-ray emitter (21) and an X-ray receiver (22), and acquiring first stress data of the tunnel model (13) through the tension pressure sensor (61), the soil pressure box (62), the pore water pressure gauge (63) and the strain gauge (64);
step S3, controlling the programmable motor (91) to extract the excavation surface panel (94) for a preset distance, acquiring a second soil body three-dimensional model of the soil body through the X-ray emitter (21) and the X-ray receiver (22), and acquiring second stress data in the process of excavating through the tension pressure sensor (61), the soil pressure box (62), the pore water pressure gauge (63) and the strain gauge (64);
step S4, repeating the step S3 until the soil body collapses, and obtaining a plurality of groups of second stress data { a1, a2 … … an } and a plurality of groups of second soil body three-dimensional models { b1, b2 … … bn };
and S5, obtaining a relation model of the supporting force and the soil deformation through a plurality of groups of second stress data and a plurality of groups of second soil three-dimensional models.
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Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102737395A (en) * | 2011-04-15 | 2012-10-17 | 深圳迈瑞生物医疗电子股份有限公司 | Method and apparatus for image processing in medical X-ray system |
| CN103323474A (en) * | 2012-03-21 | 2013-09-25 | 同济大学 | Characterization method of multilayer film structure based on film marking layer |
| CN103400363A (en) * | 2013-08-06 | 2013-11-20 | 深圳市安健科技有限公司 | X-ray image mosaic method and X-ray image mosaic system |
| CN106567416A (en) * | 2016-10-19 | 2017-04-19 | 重庆大学 | Model test device of excavating tunnel in transparent soil foundation and test method |
| CN109490081A (en) * | 2018-12-11 | 2019-03-19 | 天津大学 | A kind of transparent soil model experimental rig and test method for simulating tunnel excavation |
| CN110847250A (en) * | 2019-11-01 | 2020-02-28 | 同济大学 | Visual test model and method considering influence of seepage loading on rail transit |
| CN112595533A (en) * | 2020-11-25 | 2021-04-02 | 山东大学 | Shield tunnel stratum action simulation test device and test method thereof |
| US11048002B1 (en) * | 2020-07-01 | 2021-06-29 | Institute Of Geology And Geophysics, Chinese Academy Of Sciences | Visualization system for simulating excavation of fluid-structure interaction tunnel |
| CN113432997A (en) * | 2021-07-05 | 2021-09-24 | 浙大城市学院 | Device and method for testing three-dimensional damage mode of tunnel face soil body of river-crossing sea shield tunnel |
| CN114945821A (en) * | 2020-01-07 | 2022-08-26 | 昂达博思有限公司 | Method for generating 3D tomosynthesis image of composite material |
| CN115825339A (en) * | 2022-11-09 | 2023-03-21 | 中建三局第一建设工程有限责任公司 | Karst tunnel water burst test device and method |
-
2023
- 2023-05-24 CN CN202310588552.8A patent/CN116337626B/en active Active
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102737395A (en) * | 2011-04-15 | 2012-10-17 | 深圳迈瑞生物医疗电子股份有限公司 | Method and apparatus for image processing in medical X-ray system |
| CN103323474A (en) * | 2012-03-21 | 2013-09-25 | 同济大学 | Characterization method of multilayer film structure based on film marking layer |
| CN103400363A (en) * | 2013-08-06 | 2013-11-20 | 深圳市安健科技有限公司 | X-ray image mosaic method and X-ray image mosaic system |
| CN106567416A (en) * | 2016-10-19 | 2017-04-19 | 重庆大学 | Model test device of excavating tunnel in transparent soil foundation and test method |
| CN109490081A (en) * | 2018-12-11 | 2019-03-19 | 天津大学 | A kind of transparent soil model experimental rig and test method for simulating tunnel excavation |
| CN110847250A (en) * | 2019-11-01 | 2020-02-28 | 同济大学 | Visual test model and method considering influence of seepage loading on rail transit |
| CN114945821A (en) * | 2020-01-07 | 2022-08-26 | 昂达博思有限公司 | Method for generating 3D tomosynthesis image of composite material |
| US11048002B1 (en) * | 2020-07-01 | 2021-06-29 | Institute Of Geology And Geophysics, Chinese Academy Of Sciences | Visualization system for simulating excavation of fluid-structure interaction tunnel |
| CN112595533A (en) * | 2020-11-25 | 2021-04-02 | 山东大学 | Shield tunnel stratum action simulation test device and test method thereof |
| CN113432997A (en) * | 2021-07-05 | 2021-09-24 | 浙大城市学院 | Device and method for testing three-dimensional damage mode of tunnel face soil body of river-crossing sea shield tunnel |
| CN115825339A (en) * | 2022-11-09 | 2023-03-21 | 中建三局第一建设工程有限责任公司 | Karst tunnel water burst test device and method |
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| Publication number | Publication date |
|---|---|
| CN116337626A (en) | 2023-06-27 |
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