CN110954676A - Visual test device for simulating shield tunneling existing tunnel construction - Google Patents
Visual test device for simulating shield tunneling existing tunnel construction Download PDFInfo
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- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
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- G01L1/20—Measuring force or stress, in general by measuring variations in ohmic resistance of solid materials or of electrically-conductive fluids; by making use of electrokinetic cells, i.e. liquid-containing cells wherein an electrical potential is produced or varied upon the application of stress
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Abstract
A visual test device for simulating shield tunneling construction downwards penetrates through an existing tunnel comprises a model box, an existing tunnel model, an adjusting system and a test process measuring system. The model box is filled with a simulated stratum prepared by transparent soil, and all simulated construction processes are carried out in the model box. The existing tunnel model is simulated by adopting a polyethylene plastic pipe according to the principle of similar elasticity modulus, the model tunnels penetrate through the interior of the model box, and two end faces of the tunnels are fixed on two sides of the inner surface of the model box. The adjusting system is designed as a sectional type movable door adjusting system. The test process measuring system consists of six subsystems, namely a movable door position measuring control system, a soil body surface settlement measuring system, a soil body internal displacement field measuring system, a soil pressure measuring system, a tunnel surface pressure distribution measuring system and a tunnel displacement measuring system, wherein data collected by each subsystem is provided for a computer PC for data analysis. The method is used for researching the mechanism of the stratum disturbance action in the whole process of shield downward penetration construction.
Description
Technical Field
The invention belongs to the field of tunnels and underground engineering.
Background
With the rapid development of urban rail transit, a subway network is gradually formed and expanded, and a large number of newly-built subway lines are crossed upwards or downwards through municipal pipelines and existing lines, wherein the shield tunnel penetrates the existing subway shield zone in a short distance and particularly attracts the attention of the engineering and academic circles. The shield of the newly-built tunnel is inevitably pushed to disturb surrounding strata under the limitation of geological environment conditions and construction process, and the existing tunnel is easy to have problems such as longitudinal uneven settlement, segment cracking, ballast bed separation, joint damage, water leakage and the like under the disturbance of peripheral soil mass, thereby endangering the driving safety. However, the shield tunnel is penetrated by an existing shield tunnel, which relates to the complex system behavior and complex structure interaction of multi-factor and multi-coupling, and the existing tunnel response in the whole penetrating process is difficult to reflect due to the simplification of model establishment in the current theoretical analysis, so that the complex and system engineering of the shield penetrating is needed to be deeply understood through the observation of model experiment phenomena, the structural deformation and load bearing characteristics of the existing subway tunnel, stratum movement characteristics and uneven settlement development of the ground surface caused by the shield penetrating are systematically researched, theoretical guidance is provided for optimizing construction control measures or construction control standards, and the safe operation of the existing subway in the penetrating construction process is guaranteed.
The invention patent of Beijing university of transportation (application publication No. CN107562977) discloses a prediction method for the deformation of an existing tunnel caused by shield tunneling construction. The method combines a large amount of existing engineering data, considers the spatial position relation between the existing tunnel and the newly-built tunnel, predicts the disturbance deformation of the existing tunnel caused by the construction of the newly-built shield tunnel, and provides a certain reference for the risk prediction and evaluation of the tunnel approaching downward-penetrating engineering. However, the invention only researches the deformation of the existing tunnel caused by the shield tunneling construction, and the deformation is excessively simplified as a theoretical calculation model, so that the complex behavior of the shield tunneling system is difficult to truly describe, the stress state and the displacement field of the stratum soil body in the tunneling construction process are not obtained, and the interaction response of the stratum soil body and the existing tunnel in the tunneling process is difficult to show.
The basic principle of the transparent soil is that the transparent saturated soil is obtained by mixing crystal or powder particle materials with pore fluid with the same refractive index as the crystal or powder particle materials and exhausting air. By adjusting different early consolidation pressures, the soil can have geotechnical engineering properties similar to those of natural soil. The Particle Image Velocimetry (PIV) technology is a fluid measurement technology, and is characterized in that an image is divided by using an image processing technology, matched pixels are analyzed, and the transient displacement of the whole flow field is measured. The laser is used for irradiating in transparent soil to form a speckle field, a high-precision picture is shot by a high-pixel camera, the displacement fields of soil bodies at different moments can be analyzed by combining the PIV technology, and the method is suitable for indoor model test research. At present, the geotechnical engineering industry in China is not applied to a few aspects, but the geotechnical engineering industry provides technical support for observation of disturbance deformation of the existing tunnel and change of a surrounding stratum displacement field in the whole process of shield downward-penetrating construction. The existing particle image velocimetry technology research mainly focuses on the plane displacement field and velocity field analysis based on high-pixel camera two-dimensional imaging, the two-dimensional displacement field and velocity field are obtained, and in order to further obtain a three-dimensional continuous displacement field, a PIV three-dimensional imaging restoration technology can be adopted to research and design an observation test device and a visualization method aiming at the interaction response of stratum soil mass and an existing tunnel in the whole process of shield tunneling construction, soil mass displacement field change and other action mechanisms.
Disclosure of Invention
The invention aims to provide a visual test device for simulating shield tunneling construction, which is designed for researching the stratum disturbance action mechanism, the stratum soil stress state and the displacement field change in the whole process of shield tunneling construction, analyzing the disturbance deformation and the surface pressure distribution of an existing tunnel and analyzing the development rule of uneven ground surface settlement.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the utility model provides a visual test device of existing tunnel construction is worn under simulation shield, includes: the system comprises a model box, an existing tunnel model, an adjusting system and a test process measuring system;
first, model box
The model box is internally provided with a simulated stratum prepared by transparent soil, different transparent soil proportioning schemes can be adopted to simulate a sandy soil and clay stratum, and all simulated construction processes are carried out in the model box.
Supporting steel plates are arranged below the model box along two short edge directions and fixed on the base, movable slide rails are arranged on the supporting steel plates, and a cross beam connecting the two supporting steel plates can move on the slide rails. And a cross beam for fixing the LVDT displacement sensor is arranged right above the model box, and two sides of the cross beam are fixed on the base through upright posts. In order to reduce the influence of the boundary effect on the test, the toughened glass with a smoother surface than the organic glass is selected as the material of the model box, and vaseline is coated on the inner wall of the model box to reduce friction.
Second, existing tunnel model
The existing tunnel model is simulated by adopting a polyethylene plastic pipe according to the principle of similar elasticity modulus, the model tunnels penetrate through the interior of the model box, and two end faces of the tunnels are fixed on two sides of the inner surface of the model box.
Third, regulating system
Designed as a sectional type movable door adjusting system.
The adjusting system comprises a supporting and protecting plate tiled on the lower surface of the model box, a plurality of semi-cylindrical shell cylindrical movable doors arranged above the supporting and protecting plate along the longitudinal axis direction of shield construction, and a constant-speed loading instrument arranged on a movable cross beam. The constant-speed loading instrument arranged on the movable cross beam is connected with the supporting plate through the transmission rod and can move on the sliding rail along with the cross beam and be sequentially arranged below each section of movable door, so that each movable door is sequentially controlled to sequentially descend or ascend;
description of the drawings: different displacements of the movable door represent different degrees of stratum loss or grouting lifting, so that the response process of various physical quantities of the whole process can be analyzed by measuring corresponding physical quantities at different displacements by using the following measuring system. Fourth, test process measurement system
The test process measuring system consists ofMovable door position measurement control system, soil body surface settlement measurement system and soil In-vivo displacement field measurement system, soil pressure measurement system, tunnel surface pressure distribution test system and tunnel displacement measurement system SystemThe system comprises six subsystems, data collected by each subsystem can be displayed on a computer screen in real time and finally provided to a computer PC for data analysis, and the data analysis part relies on the purchased existing commercially available application software as a means to perform necessary software development, wherein:
the movable door displacement measurement control system comprises a displacement sensor and a displacement control data acquisition instrument, wherein the displacement sensor is arranged at the joint of the supporting and protecting plate and the transmission rod and can measure the descending or ascending displacement of the movable door in real time, so that the stratum loss or grouting process with different degrees in the shield tunneling process is simulated and controlled.
The soil body surface settlement measuring system comprises LVDT displacement sensors and data acquisition equipment, wherein the LVDT displacement sensors are uniformly arranged right above a model box and perpendicular to the arrangement axis direction of a sectional type movable door and are fixed on an upper cross beam, and the data acquisition equipment is connected with the sensors and a computer, can measure the settlement and the uplift conditions of the earth surface in the descending or lifting process of the movable door and displays the settlement and the uplift conditions on a computer screen in real time. The system for measuring the displacement inside the soil body comprises a laser and a CCD camera, wherein the laser is arranged above and on the side surface of a model box respectively to illuminate observation sections required in a test, the CCD camera is used for shooting two-dimensional images of the corresponding observation sections and is connected with a computer, PIV digital image processing application software is used for completing the matching of image gray scale and a soil body displacement field, a stratum soil body displacement field of the section in the process of activity descending or lifting is obtained, the laser is further translated to record two-dimensional images of a plurality of parallel observation sections for subsequent three-dimensional imaging restoration, a continuous three-dimensional displacement field of the stratum soil body is finally obtained, and a speed field is obtained by dividing the displacement field by time.
The soil pressure testing system comprises a BW type resistance strain type soil pressure sensor and an acquisition instrument, wherein the BW type resistance strain type soil pressure sensor is connected with a computer through the acquisition instrument, the soil pressure sensor is embedded in the transparent soil at different heights in a layered horizontal mode, and the system measures the stress state change of a stratum soil body in the process of falling or lifting.
The tunnel surface pressure distribution testing system is composed of a matrix type film pressure sensor, a data acquisition handle and I-Scan software, wherein one end of the data acquisition handle is connected to the sensor handle, the other end of the data acquisition handle is connected to a computer USB interface running I-Scan data analysis software proprietary to Tekscan company, the size of the film sensor is optimized according to the size of a tunnel and is uniformly laid on the outer surface of an existing tunnel model, two Teflon films with the proper size and the thickness of 0.1mm wrap the outer sides of the film sensor, the boundaries are sealed by transparent adhesive tapes, the handles are bound by the transparent adhesive tapes to ensure that the sensors are well contacted, and the pressure distribution of the surface of the existing tunnel in the process of moving down or lifting can be obtained.
The tunnel deformation measuring system comprises an inductive displacement sensor and a DH3816 static strain data acquisition instrument, wherein the displacement sensor is arranged on the two sides of the arch crown, the arch bottom and the arch waist of each test section in the existing tunnel and is connected to a computer through the acquisition instrument, and the deformation characteristic of the existing tunnel in the descending or lifting process of the movable door can be obtained.
Before the test, a matrix type film pressure sensor, an inductive displacement sensor, a BW type resistance strain type soil pressure sensor, an LVDT displacement sensor and a CCD camera need to be calibrated.
The model box is made of transparent toughened glass and is visible in the whole construction environment together with transparent soil.
The optimal transparent effect is achieved by adjusting the mixing volume ratio of the prepared fused quartz sand and the mixed oil, the properties of the fused quartz sand are similar to those of real sandy soil and clay measured by direct shear and triaxial tests, the method can be used for simulating sandy soil strata and clay strata, and carbon nano tube particles are added into the sandy soil strata and used as tracer particles.
According to the visualization method, on the basis that a laser and a high-pixel camera are used for acquiring a two-dimensional digital image of a specific section only and observing a discontinuous particle displacement field on a two-dimensional plane, a CCD camera is enabled to shoot two-dimensional images of a plurality of parallel observation sections by translating the laser, orthogonal camera parameter calibration, two-dimensional image first processing and Sobel operator edge recognition are sequentially carried out, a three-dimensional entity profile is reconstructed under the condition of obtaining the image edge, three-dimensional imaging restoration is finally achieved, a three-dimensional continuous displacement field of transparent soil particles is obtained, and the three-dimensional speed field is obtained by dividing the displacement field by time.
Furthermore, the vertical distance between the longitudinal axis of the existing tunnel and the longitudinal axis of the underpass construction line simulated by the movable door is L, the horizontal spatial included angle is α, and the shield tunneling process of different underpass modes can be simulated by changing the position and the direction of the existing tunnel, changing L and α.
Optimizing the technical scheme, the invention also comprises an oil-proof seal: set up the grease proofing sealed pad of strip closure between each dodge gate and both sides backplate, two adjacent dodge gates, and respectively establish one from top to bottom, guarantee that the dodge gate all lies in two grease proofing sealed pad within ranges from top to bottom at lifting or decline in-process, play grease proofing effect.
The method for carrying out the observation test by the visual test device for the shield tunneling existing tunnel construction comprises the following test steps:
the method comprises the following steps of firstly dividing tests in a sandy soil stratum and tests in a clay stratum according to different simulated strata, and executing the tests in the sandy soil stratum according to the following steps:
the method comprises the following steps: before the test, the basic physical and mechanical property index of the soil body is taken as a control index in advance, transparent sandy soil with the property similar to that of the real soil body is prepared, and carbon nano tube particles are added into the transparent sandy soil as tracer particles;
step two: debugging and calibrating a matrix type film pressure sensor, an inductive displacement sensor, a BW type resistance strain type soil pressure sensor and an LVDT displacement sensor, checking the connection condition of the BW type resistance strain type soil pressure sensor to be embedded in a soil layer, numbering the BW type resistance strain type soil pressure sensor, installing the inductive displacement sensor at a design position of a test section, uniformly laying the matrix type film pressure sensor on the surface of an existing tunnel after surface sealing and oil proofing treatment, and ensuring normal test;
step three: quantitatively and hierarchically filling the prepared transparent sandy soil into a model box according to the requirement of set compactness, wherein the symmetrical and uniform sand filling is realized, a plurality of numbered BW-type resistance strain type soil pressure sensors are horizontally and uniformly embedded in the layer after each layer is added, the numbered BW-type resistance strain type soil pressure sensors are tamped and leveled, an existing tunnel model is placed at a specified position according to a specified direction after the layer is filled to a specified height and is fixed with the inner wall of the model box, then the layered and uniform soil filling is continued until the specified buried depth is reached, and an LVDT displacement sensor is installed on a beam above the model box;
step four: arranging lasers above and on the side face of the model box respectively, arranging a CCD camera on each corresponding vertical section to prepare for shooting a two-dimensional image, and debugging and calibrating the PIV digital image processing system;
step five: the constant-speed loader and the displacement sensor are installed on the movable cross beam, then the movable cross beam is moved on the slide rail and placed below the first movable door, and meanwhile, the movable cross beam is upwards connected with the supporting plate.
Step six: after all the measuring systems are debugged, the data of the instruments to be tested are stable, the reading of each pressure sensor and each displacement sensor is recorded and is used as the initial reading in each working condition test; when a test is started, the displacement sensor is set to be zero, the constant-speed loader is controlled to descend (or ascend) to a height corresponding to a set stratum loss (or a grouting process) according to a test working condition, then the constant-speed loader and the displacement sensor are disconnected with a supporting plate below a first movable door, the constant-speed loader is recovered, the constant-speed loader and the displacement sensor are placed below a next movable door by a movable cross beam and are also upwards connected with the supporting plate, the displacement sensor is reset, then the constant-speed loader is controlled to descend (or ascend) to a specified height, and the like, all the movable doors are sequentially descended (or ascended), and different stratum losses or grouting processes of the shield tunneling machine are simulated;
step seven: in the test process, the existing tunnel structure deformation and the contact pressure distribution form with the soil body are tested by measuring through the inductance type displacement sensor and the matrix type film sensor; measuring the development of surface subsidence or uplift by an LVDT displacement sensor; measuring the change of the stratum soil stress state between the movable door and the existing tunnel by using a BW type resistance strain type soil pressure sensor; respectively shooting light into transparent soil with carbon nanotube particles from the top and the side of a model box by using a laser, taking a picture by using a high-pixel camera to capture the distribution and motion images of the carbon nanotube particles in the transparent soil in the process that a movable door sequentially descends (or ascends), and controlling image acquisition by using data processing software on a computer and further processing the image data to obtain the change rule of the displacement field of the stratum soil body;
step eight: after each working condition test is finished, the reading of each sensor of the system to be measured is stable, test data is recorded, then the main test instrument is dismounted, the soil body is excavated, the various sensors and the existing tunnel model are taken out, test parameters are adjusted, the steps are repeated, and the test of another set of working conditions is started.
For the test in the clay stratum, the concrete test steps are similar to those of the transparent sandy soil, but the transparent clay needs to be subjected to layered consolidation in advance, and the step three needs to be correspondingly adjusted, wherein the concrete adjustment is as follows:
step three after adjustment: putting the transparent clay prepared in the step one into a vacuum consolidation device with the same size as that of a test model box, and performing layered consolidation according to the layering height selected in the test, particularly, when the lowest layer (with a movable door) and the layer with the existing tunnel are consolidated, placing a model with the same size as that of the movable door and the existing tunnel at the corresponding position of the vacuum consolidation device for filling; after consolidation of each layer is completed, the layer is transferred into a model box, a plurality of numbered BW type resistance strain type soil pressure sensors are uniformly and horizontally embedded in each layer in the same way and leveled, an existing tunnel model is placed at a specified position according to a specified trend after the tunnel model is installed to a specified height, then soil is uniformly filled in layers to a specified buried depth, and an LVDT displacement sensor is installed on a cross beam above the model box.
The vertical distance L between the existing tunnel and the longitudinal axis of the shield tunneling construction and the horizontal spatial included angle α between the existing tunnel and the longitudinal axis of the shield tunneling construction are changed by changing the position of the existing tunnel model, and the construction working condition when the longitudinal axis of the shield tunneling construction and the longitudinal axis of the existing tunnel are in different spatial positions is simulated.
Due to the adoption of the technical scheme, the invention has the following beneficial effects:
under the conditions of different stratums, different shields and existing tunnel space positions, by means of a film pressure distribution testing system, a tunnel displacement measuring system, a soil pressure testing system, a soil surface settlement measuring system and a soil internal displacement measuring system in a visual environment, the development trend of disturbance deformation, tunnel surface pressure distribution form and change rule and uneven surface settlement of an existing tunnel caused by the change of a stratum soil stress state and a displacement field in the construction process of downward penetration of the shield is observed and recorded, so that theoretical guidance is provided for prediction and operation protection of the existing tunnel settlement deformation and optimization of construction control measures, and the development of underground engineering of subways and cities is of far-reaching significance.
The device can also simulate various unfavorable construction conditions, such as the lifting or descending of the local movable door, the grouting process of other underground engineering around the existing tunnel, the development of stratum cavities, cave collapse and the like, can further explore the gradual destruction process of the soil body and the tunnel under the unfavorable construction conditions by means of the device, reveals the change mechanism of the load around the existing tunnel, and provides reference for the emergency response measure or the strengthening scheme of the existing tunnel.
Drawings
FIG. 1-1 is a schematic view of a visual testing apparatus of a shield tunneling existing tunnel construction model according to an embodiment,
fig. 1-2 are schematic diagrams of a test measurement system.
Fig. 2 is a front view of a visual test device of a shield tunneling existing tunnel construction model according to an embodiment.
Fig. 3 is a side view of the visual test device of the shield tunneling existing tunnel construction model according to the embodiment.
Fig. 4 is a schematic diagram of the arrangement of the cylindrical movable door of the semicircular shell of the embodiment.
FIG. 5 is a schematic detail view of the arrangement of inductive displacement sensors of each test section of the existing tunnel according to the embodiment.
FIG. 6 is a schematic diagram illustrating an arrangement of thin film sensors in an existing tunnel model according to an embodiment.
Fig. 7 is a schematic diagram of an existing tunnel model.
In the figure:
a model soil box 1, a support steel plate 13;
the driving rod 6, the displacement sensor 7 and the constant-speed loader 8;
a matrix type film pressure sensor 9, an inductance type displacement sensor 10, an LVDT displacement sensor 11 and a BW type resistance strain type soil pressure sensor 12;
a slide rail 15, an oil-proof seal 16;
a base 17, two side columns 18 and an upper cross beam 19.
Detailed Description
The invention will be further described with reference to examples of embodiments shown in the drawings.
The visual model test device for the shield tunneling construction comprises a model box device, a sectional type movable door adjusting system, an existing tunnel model and a test measuring system.
FIG. 1-1 is an overall three-dimensional schematic view of a model test apparatus, in which a model box is 700X 300X 400(mm) in size and tempered glass 20mm thick is provided on the outer side, a simulated ground layer made of transparent soil is provided therein, and all simulated construction processes are performed in the model box. The existing tunnel model is positioned above the longitudinal axis L of the underpass construction, and the horizontal space included angle between the longitudinal axis of the tunnel and the longitudinal axis of the movable door is 90 degrees in the embodiment, namely the tunnel model is penetrated in an orthogonal mode; fig. 1-2 are schematic diagrams of a test measurement system, in which various sensors are arranged at corresponding positions of a model box according to requirements and are connected with a collecting instrument and a computer through corresponding collecting interfaces. And lasers and CCD cameras are respectively arranged above and on the side surface of the model box, and the CCD cameras are connected with a computer provided with a purchased PIV digital image processing system.
FIGS. 2 and 3 show the front and side views of the model test apparatus, wherein the lower part of the model box 1 is supported by supporting steel plates 13, the supporting steel plates 13 are fixed on a base 17, slide rails 15 are arranged between the supporting steel plates 13, a cross beam 14 connecting the two supporting steel plates 13 can move on the slide rails 15, a cross beam 19 for fixing an LVDT displacement sensor 11 is arranged right above the model box 1, two sides of the cross beam are fixed on the base 17 by pillars 18, the model box 1 is filled with transparent soil 2, a movable door adjusting system is arranged at the lower side of the model box 1, a supporting plate 5 is flatly laid on the lower surface of the model box 1, a plurality of semicircular shell cylindrical movable doors 3 are arranged above the supporting plate 5 along the longitudinal axis direction of shield construction, strip-shaped closed oil-proof gaskets 16 are arranged between the lower side of each movable door 3 and two side supporting plates 5 and two adjacent movable doors 3, one is arranged above and below the supporting plate 5 and the movable doors 3, a constant-speed loading instrument 8 below the supporting plate 5 and the movable doors 3 is connected with the supporting plate 5 by a transmission rod 6, the constant-speed loading instrument 8 is fixed on the movable cross beam 14 and can move to a designated position according to the requirements of the movable beam 14, a strain gauge box, a constant-displacement sensor 354 is arranged on the horizontal tunnel, a tunnel construction tunnel foundation arch, a horizontal strain gauge sensor is laid on the horizontal tunnel, a tunnel foundation tunnel, a tunnel arch sensor 12, a tunnel is laid on the tunnel, a tunnel arch sensor 13 embedded horizontal tunnel is laid on the horizontal.
Fig. 4 shows to set up half round shell cylindricality dodge gate and arranges the schematic detailed view, arranges a plurality of half round shell cylindricality dodge gates above the supporting plate along shield construction longitudinal axis direction, sets up the grease proofing sealed pad of strip seal between each dodge gate and both sides backplate, two adjacent dodge gates, and respectively establishes one from top to bottom, guarantees that the dodge gate all lies in two grease proofing sealed within ranges from top to bottom at lifting or decline in-process, plays grease proofing effect.
Fig. 5 is a schematic detailed view showing the arrangement of the inductive displacement sensors of each test section, wherein the sensors are respectively arranged on the two sides of the arch crown, the arch bottom and the arch waist of each test section in the existing tunnel according to the horizontal direction and the vertical direction.
In the cross section of the inductive displacement sensor 10, when in use, the 0-degree and 180-degree connecting lines are positioned on the vertical line of the existing tunnel 4, namely, the 0-degree connecting line corresponds to the arch top, the 180-degree connecting line corresponds to the arch bottom, the 90-degree and 270-degree connecting lines are positioned in the existing tunnel 4 and are also positioned on the horizontal line, and the 90-degree and 270-degree connecting lines correspond to the arch waists on two sides respectively. The size of the inductive displacement sensor 10 is adapted to the inner diameter of the existing tunnel, and the inductive displacement sensor is installed on a test section in the existing tunnel.
Fig. 6 shows a schematic of an existing tunnel model and thin film sensor arrangement: the size of the film sensor is optimized according to the size of the tunnel and is uniformly laid on the outer surface of the existing tunnel 4 model.
In conclusion, the visual test device and method for shield under-penetration existing tunnel construction provided by the invention are proved to have good effects through trial production trials:
1) the complete three-dimensional visualization of the whole process of the construction of the shield tunneling through the existing tunnel can be realized by adopting the visualization technologies such as transparent soil, PIV and the like.
2) The invention can be used in experimental research means to observe and record the change rule of the existing tunnel deformation, the tunnel structure pressure and the earth surface settlement in detail in the shield tunneling process, and analyze and research the change rule of the soil stress state and the continuous displacement field in the whole process.
3) The space relation between the shield construction line and the existing tunnel can be adjusted by adjusting the position and the direction of the existing tunnel.
4) The device and the method are suitable for sandy soil strata and clay strata, and have better universality.
5) The device has comprehensive design functions, reasonable structural layout and can be repeatedly used.
6) The device can also simulate various unfavorable construction conditions, such as the lifting or descending of the local movable door, the grouting process of other underground engineering around the existing tunnel, the development of stratum cavities, cave collapse and the like, can further explore the gradual destruction process of the soil body and the tunnel under the unfavorable construction conditions by means of the device, reveals the change mechanism of the load around the existing tunnel, and provides reference for the emergency response measure or the strengthening scheme of the existing tunnel.
The embodiments described above are intended to facilitate one of ordinary skill in the art in understanding and using the present invention. It will be readily apparent to those skilled in the art that various modifications to these embodiments may be made, and the generic principles described herein may be applied to other embodiments without the use of the inventive faculty. Therefore, the present invention is not limited to the embodiments described herein, and those skilled in the art should make improvements and modifications within the scope of the present invention based on the disclosure of the present invention.
Claims (4)
1. The utility model provides a visual test device of existing tunnel construction is worn under simulation shield, its characterized in that includes: the system comprises a model box, an existing tunnel model, an adjusting system and a test process measuring system;
first, model box
The model box is internally provided with a simulated stratum prepared by transparent soil, different transparent soil proportioning schemes can be adopted to simulate a sandy soil and clay stratum, and all simulated construction processes are carried out in the model box;
supporting steel plates are arranged below the model box along two short edge directions and fixed on the base, movable slide rails are arranged on the supporting steel plates, and a cross beam connecting the two supporting steel plates can move on the slide rails. A cross beam for fixing the LVDT displacement sensor is arranged right above the model box, and two sides of the cross beam are fixed on the base through upright posts;
second, existing tunnel model
The existing tunnel model is simulated by adopting a polyethylene plastic pipe according to the principle of similar elasticity modulus, the model tunnels penetrate through the interior of the model box in a distributed manner, and two end faces of each tunnel are fixed on two sides of the inner surface of the model box;
third, regulating system
The adjusting system is designed into a sectional type movable door adjusting system;
the adjusting system comprises a supporting and protecting plate tiled on the lower surface of the model box, a plurality of semi-cylindrical shell cylindrical movable doors arranged above the supporting and protecting plate along the longitudinal axis direction of shield construction, and a constant-speed loading instrument arranged on a movable cross beam; the constant-speed loading instrument arranged on the movable cross beam is connected with the supporting plate through the transmission rod and can move on the sliding rail along with the cross beam and be sequentially arranged below each section of movable door, so that each movable door is sequentially controlled to sequentially descend or ascend;
fourth, test process measurement system
The test process measuring system consists ofMovable door position measurement control system, soil body surface settlement measurement system and in-soil body Partial displacement field measurement system, soil pressure measurement system, tunnel surface pressure distribution test system and tunnel displacement measurement systemThe system comprises six subsystems, wherein data collected by each subsystem can be displayed on a computer screen in real time and finally provided to a computer PC for data analysis, wherein:
the movable door position measurement control system comprises a displacement sensor and a displacement control data acquisition instrument, wherein the displacement sensor is arranged at the joint of the support guard plate and the transmission rod and can measure the descending or ascending displacement of the movable door in real time, so that the stratum loss or grouting process with different degrees in the shield tunneling process is simulated and controlled;
the soil body surface settlement measuring system comprises LVDT displacement sensors and data acquisition equipment, wherein the LVDT displacement sensors are uniformly arranged right above a model box and vertical to the arrangement axis direction of the sectional type movable door and are fixed on an upper cross beam, and the data acquisition equipment is connected with the sensors and a computer, can measure the settlement and uplift conditions of the earth surface in the descending or lifting process of the movable door and displays the conditions on a computer screen in real time; the system for measuring the displacement inside the soil body comprises a laser and a CCD camera, wherein the laser is arranged above and on the side surface of a model box respectively to illuminate observation sections required in a test, the CCD camera is used for shooting two-dimensional images of the corresponding observation sections and is connected with a computer, PIV digital image processing application software is used for completing the matching of image gray scale and a soil body displacement field, a stratum soil body displacement field of the section in the process of activity descending or lifting is obtained, the laser is further translated to record two-dimensional images of a plurality of parallel observation sections for subsequent three-dimensional imaging restoration, and finally a continuous three-dimensional displacement field of the stratum soil body is obtained, and a speed field is obtained by dividing the displacement field by time;
the soil pressure testing system comprises a BW type resistance strain type soil pressure sensor and an acquisition instrument, wherein the BW type resistance strain type soil pressure sensor is connected with a computer through the acquisition instrument, the soil pressure sensor is horizontally embedded in transparent soil in a layered mode at different heights, and the system is used for measuring the stress state change of a stratum soil body in the process of descending or lifting;
the tunnel surface pressure distribution testing system consists of a matrix type film pressure sensor, a data acquisition handle and I-Scan software, wherein one end of the data acquisition handle is connected to the sensor handle, the other end of the data acquisition handle is connected to a USB interface of a computer running I-Scan data analysis software proprietary to Tekscan company, and the film sensor is uniformly laid on the outer surface of the existing tunnel model;
the tunnel deformation measuring system comprises an inductive displacement sensor and a DH3816 static strain data acquisition instrument, wherein the displacement sensor is arranged on the two sides of the arch crown, the arch bottom and the arch waist of each test section in the existing tunnel and is connected to a computer through the acquisition instrument, and the deformation characteristic of the existing tunnel in the descending or lifting process of the movable door can be obtained.
2. The visual test device for simulating the construction of the shield-driven underpass existing tunnel according to claim 1, wherein the model box is made of transparent toughened glass and is used for realizing the full-environment visualization of the construction together with transparent soil.
3. The visual test device for simulating the construction of the shield-driven underpass existing tunnel according to claim 1, wherein the vertical distance between the longitudinal axis of the existing tunnel and the longitudinal axis of the underpass construction line simulated by the movable door is L, the horizontal spatial included angle is α, the shield tunneling process of different underpass modes can be simulated by changing the position and the direction of the existing tunnel, changing L and α, and the influence of different underpass modes on the existing tunnel can be researched by designing the placement position and the angle of an existing tunnel model according to needs.
4. The visual test device for simulating the construction of the shield tunneling through the existing tunnel according to any one of claims 1 to 3, further comprising an oil-proof seal: set up the grease proofing sealed pad of strip closure between each dodge gate and both sides backplate, two adjacent dodge gates, and respectively establish one from top to bottom, guarantee that the dodge gate all lies in two grease proofing sealed pad within ranges from top to bottom at lifting or decline in-process, play grease proofing effect.
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