CN113791174A - Tunnel bottom grouting jacking model test device and test method - Google Patents
Tunnel bottom grouting jacking model test device and test method Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 136
- 238000010998 test method Methods 0.000 title claims abstract description 6
- 239000013307 optical fiber Substances 0.000 claims abstract description 110
- 239000002689 soil Substances 0.000 claims abstract description 52
- 238000000034 method Methods 0.000 claims abstract description 47
- 238000012806 monitoring device Methods 0.000 claims abstract description 9
- 238000007569 slipcasting Methods 0.000 claims abstract description 7
- 238000013480 data collection Methods 0.000 claims abstract description 4
- 238000012544 monitoring process Methods 0.000 claims description 34
- 239000002002 slurry Substances 0.000 claims description 12
- 239000003822 epoxy resin Substances 0.000 claims description 9
- 229920000647 polyepoxide Polymers 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000003292 glue Substances 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 7
- 239000011440 grout Substances 0.000 claims description 6
- 238000005056 compaction Methods 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 5
- 239000000440 bentonite Substances 0.000 claims description 4
- 229910000278 bentonite Inorganic materials 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 239000011521 glass Substances 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 239000004033 plastic Substances 0.000 claims description 4
- 238000002360 preparation method Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000010079 rubber tapping Methods 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 2
- 238000011160 research Methods 0.000 abstract description 23
- 238000009826 distribution Methods 0.000 abstract description 4
- 238000005516 engineering process Methods 0.000 abstract description 4
- 238000012795 verification Methods 0.000 abstract description 3
- 238000009472 formulation Methods 0.000 abstract description 2
- 239000000203 mixture Substances 0.000 abstract description 2
- 239000000835 fiber Substances 0.000 description 5
- 238000004088 simulation Methods 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 229920006335 epoxy glue Polymers 0.000 description 3
- 239000005995 Aluminium silicate Substances 0.000 description 2
- 235000012211 aluminium silicate Nutrition 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
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- 239000004568 cement Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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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Abstract
The application aims at providing a tunnel bottom slip casting jacking model test device and a test method, and the model test device comprises: the model tunnel, the soil for the model, the model test box, the compensation slip casting device, the tunnel deformation monitoring devices, the slip casting export is located the model tunnel below. In the test, high-pressure gas is pressed into an air bag in soil for the model through an air compressor in the compensation grouting device, so that the tunnel in the soil is deformed, and the deformation and the stress of the tunnel in the grouting and jacking process are tested. Compared with other research methods, the model test device has the advantages of time and labor saving and high research reference value; in the aspect of test data collection, the Brillouin optical fiber sensing technology is used, so that the method has the characteristics of high precision and full distribution, and the reliability of test results is high; the similar model device is adopted for research, good consultation and suggestion can be provided for engineering actual operation, and certain reference significance is provided for relevant theoretical research verification, relevant standard formulation and other aspects.
Description
Technical Field
The application relates to the field of geotechnical and underground engineering tests, in particular to a tunnel bottom grouting jacking model test device and a test method.
Background
Along with the acceleration of urbanization process, the quantity of subway tunnels in the operation stage is more and more along with it, and the subway tunnel condition under complicated stress environment is also more and more, and inevitable, the subway tunnel can take place not uniform settlement and tunnel deformation of different degrees to the condition such as arouse tunnel percolating water influences the daily operation in tunnel, all has great threat to the safety of tunnel structure, the safe comfortable of subway train operation. Differential settlement and deformation of the subway tunnel, if not timely controlled, development of the subway tunnel can cause overlarge longitudinal difference of subway rails, when longitudinal deviation and height difference of the rails are large, abrasion between wheels of a subway train and the rails is aggravated, and later-period maintenance and maintenance tasks are aggravated rapidly, so that huge economic loss is caused to subway tunnel operation management departments and countries, meanwhile, public people are subjected to doubts and even panic on safety of subway trips, and operation safety of the subway is affected.
At present, methods for controlling differential settlement and deformation of subway tunnels are almost not feasible except grouting. The concealment of the grouting process and the complexity of the relation between the grouting process and the subway tunnel of a research object determine the subject of grouting which is mainly based on experience for a long time. At present, for treating the uneven settlement and deformation of the saturated soft soil layer tunnel, a compensation grouting method such as split grouting or compaction grouting is generally adopted at home and abroad.
However, the research methods for lifting shield tunnel grouting construction by relevant scholars at home and abroad mainly comprise a theoretical analysis method, a numerical simulation method and a field monitoring method. The theoretical analysis method is to simplify a research model by supposition, but fails to accurately consider the actual working condition to a certain extent, and has large calculated amount; the numerical simulation method generally uses finite element software, the numerical model is complex to calculate, and accurate physical and mechanical parameters of the soil body are difficult to obtain; the field monitoring method needs to invest a large amount of manpower and material resources in the process, and monitoring instrument equipment is not easy to arrange in the operation tunnel and is easy to damage.
Aiming at the problems, the grouting technology can be researched by simulating reduction through an indoor model test. Because the indoor model test has the advantages of simple operation, strong repeatability and the like, the indoor model test is one of important research means of tunnel research work, but rarely researched in the aspect of tunnel bottom grouting jacking model test research.
Brillouin optical fiber is used as a novel monitoring means, and is gradually applied to the aspect of tunnel deformation monitoring in recent years due to the advantages of high precision, full-distribution monitoring, electromagnetic interference resistance and the like.
Disclosure of Invention
The utility model aims at providing a tunnel bottom slip casting jacking model test device, model test device includes: the method comprises the following steps of (1) modeling a tunnel, soil for modeling, a modeling test box, a compensation grouting device and a tunnel deformation monitoring device;
round holes are oppositely arranged in the front and the back of the model test box, the circle centers of the round holes are at the same height, the radius of the round holes is the same as the outer diameter of the model tunnel, a reserved grouting hole is arranged on the side surface for grouting, and soil for the model is laid in the box;
the soil for the model is configured according to a similar principle, and the mass ratio of each material of the soil for the model is as follows: bentonite: loess: yellow sand 4: 3: 2: 1; the model tunnel is of a cylindrical structure, and two ends of the model tunnel penetrate through round holes in the front and back of the model test box and are fixed on the model test box;
the compensation grouting device adopts a pressure control type grouting device and comprises an air bag, a grouting rod, a flowmeter, a grouting tank, a pressure gauge and an air compressor, wherein the air bag is positioned below the model tunnel and connected with one end of the grouting rod, the other end of the grouting rod is fixed at a reserved grouting hole and connected with the flowmeter, the inlet of the flowmeter is connected with the grouting tank, prepared grout is filled in the grouting tank, a top cover of the grouting tank is sealed and provided with a hole for pressurization, the pressure gauge is arranged on a grouting hose penetrating the hole, the other end of the grouting hose is connected with the air compressor, and the high-pressure gas provided by the air compressor is used for pressing the grout in the grouting tank into soil for the model;
the tunnel deformation monitoring device adopts a Brillouin optical fiber monitoring system to monitor, and comprises a Brillouin optical fiber, an optical fiber demodulator and a computer, wherein the Brillouin optical fiber is fixed on the model tunnel and is connected to the optical fiber demodulator through an armored optical fiber cable, and a demodulated signal is transmitted to the computer to be processed so as to measure the displacement condition of the model tunnel.
Furthermore, the model tunnel adopts an integral structure and is made of PC plastic.
Furthermore, the model test box is formed by splicing five transparent glass plates, and the periphery of the model test box is strengthened by using steel rib plates.
Furthermore, the model is filled with soil in the model test box layer by layer, each layer is filled with fixed height, and the model is tamped to the elevation of each layer for multiple times in a heavy hammer tapping mode.
Furthermore, the distance between the left side edge and the right side edge of the round hole on the front side of the model test box and the left side surface and the right side surface of the model test box is at least twice the diameter of the round hole, the distance between the grouting rod and the lower side of the model test box is at least one time the diameter of the round hole, and the distance between the grouting rod and the lower side of the model test box is at least three times the diameter of the round hole.
Furthermore, the Brillouin optical fiber is arranged on the model tunnel and is divided into a monitoring Brillouin optical fiber and a temperature compensation optical fiber, wherein the monitoring Brillouin optical fiber is bonded on the model tunnel through epoxy resin glue after being tensioned.
Further, the monitoring Brillouin optical fiber is divided into a longitudinally arranged optical fiber and a circumferentially arranged optical fiber, wherein the longitudinally arranged optical fiber is arranged at the bottom inside the model tunnel, the circumferentially arranged optical fiber is arranged outside the model tunnel, a certain interval is reserved between the circumferential parts, and the circumferential parts are connected in series through the longitudinal optical fiber.
Further, the temperature compensation optical fiber does not require a tensioning process and is arranged in parallel beside the bottom longitudinal portion by epoxy glue.
Another object of the present application is to provide a test method using the aforementioned tunnel bottom grouting jacking model test apparatus, which is characterized by comprising the following steps:
step one, assembling a model test box:
(1) assembling the model test box, confirming that the position and the angle of each surface are correct, and using a steel rib plate to increase the strength at the periphery;
step two, preparation work in early stage of test
(1) Performing a Brillouin optical fiber calibration test in a laboratory, tensioning a monitoring Brillouin optical fiber, bonding the monitoring Brillouin optical fiber at a specific position of a similar model tunnel by using epoxy resin glue, meanwhile, distributing a temperature compensation optical fiber inside the model tunnel, connecting an optical fiber demodulator, and confirming that the optical fiber on the model tunnel is normally connected;
(2) configuring and storing the model soil according to a preset mass ratio;
(3) binding an air bag at one end of the grouting rod, and checking the air tightness;
(4) determining a slurry material, and preparing grouting slurry;
step three, filling the model test box
(1) Filling the model into a model test box by using soil, and carrying out layered filling and tamping according to the preset compaction degree of the test;
(2) when the model is filled with soil to the elevation of the grouting hole, the air bag is placed at the position right below the model tunnel, the grouting rod penetrates through the grouting hole, and the port is connected with an external grouting system;
(3) when the model is filled to the elevation of the hole by soil, the model tunnel penetrates through the hole and is fixed on a model test box, and an optical fiber on the model test box penetrates through the hole and is connected with an optical fiber demodulator so as to be connected with a computer;
(4) continuously filling the model with soil to the model test box to calculate the elevation;
step four, carrying out the test
(1) Starting a grouting pump for grouting, recording grouting pressure, grouting flow and grouting time in the grouting process through a pressure gauge, a flowmeter and a stopwatch, and keeping the pressure constant in the grouting process;
(2) and in the grouting process, data collection is carried out through computer monitoring software, and data processing is carried out after the test is finished, so that the stress and deformation conditions of the tunnel in the grouting process are obtained.
Through the model test device of this application, can overcome the condition that the size is too big among the actual engineering research, spends a large amount of funds, manpower and time, explores the relation of slip casting process and tunnel deformation through the simulation to the actual condition, can prove the relevant theory of tunnel slip casting. Compared with other research methods, the indoor model test recorded in the application has the advantages of time and labor saving, simple and convenient research process, accurate result obtained by a similar principle and high research reference value; in the aspect of test data collection, the Brillouin optical fiber sensing technology is used, so that the method has the characteristics of high precision and full distribution, and the reliability of test results is high; the model device recorded by the application is used for research, good consultation and suggestion can be provided for engineering actual operation, and certain reference significance is provided for relevant theoretical research verification, relevant standard formulation and other aspects.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1 shows a perspective view of a tunnel bottom grouting jacking model test apparatus according to one embodiment of the present application;
FIG. 2 illustrates a fiber placement diagram over a model tunnel according to one embodiment of the present application;
FIG. 3 shows a detailed view of a compensated grouting device according to one embodiment of the present application.
The same or similar reference numbers in the drawings denote the same or similar parts, including:
1. a model test chamber; 2. soil for a model; 3. a model tunnel; 4. an air bag; 5. a grouting rod; 6. armored fiber optic cable; 7. an optical fiber demodulator; 8. a computer; 9. an air compressor; 10. grouting tanks; 11. a pressure gauge; 12. an electronic scale; 13. a flow meter; 14. longitudinally arranging optical fibers; 15. arranging optical fibers circumferentially; 16. a temperature compensating fiber.
Detailed Description
The present application is described in further detail below with reference to the attached figures.
Fig. 1 shows a perspective view of a tunnel bottom grouting jacking model test device according to one embodiment of the application.
According to an embodiment of the present invention, a model testing apparatus includes: the method comprises the following steps of (1) modeling a tunnel, soil for modeling, a modeling test box, a compensation grouting device and a tunnel deformation monitoring device;
round holes are oppositely arranged in the front and the back of the model test box, the circle centers of the round holes are at the same height, the radius of the round holes is the same as the outer diameter of the model tunnel, a reserved grouting hole is arranged on the side surface for grouting, and soil for the model is laid in the box;
the model tunnel is of a cylindrical structure, and two ends of the model tunnel penetrate through round holes in the front and back of the model test box and are fixed on the model test box;
the compensation grouting device adopts a pressure control type grouting device and comprises an air bag, a grouting rod, a flowmeter, a grouting tank, a pressure gauge and an air compressor, wherein the air bag is positioned below the model tunnel and connected with one end of the grouting rod, the other end of the grouting rod is fixed at a reserved grouting hole and connected with the flowmeter, the inlet of the flowmeter is connected with the grouting tank, prepared grout is arranged in the grouting tank, a top cover of the grouting tank is sealed and provided with a hole for pressurization, the pressure gauge is arranged on a grouting hose penetrating the hole, the other end of the grouting hose is connected with the air compressor, and the grout in the grouting tank flows out under the pressure provided by the air compressor;
the tunnel deformation monitoring device adopts a Brillouin optical fiber monitoring system to monitor, and comprises a Brillouin optical fiber, an optical fiber demodulator and a computer, wherein the Brillouin optical fiber is fixed on the model tunnel and is connected to the optical fiber demodulator through an armored optical fiber cable, and a demodulated signal is transmitted to the computer to be processed so as to measure the displacement condition of the model tunnel.
According to an embodiment of the invention, the model tunnel is of a monolithic structure and is made of PC plastic.
According to one embodiment of the invention, the model test box is formed by splicing five transparent glass plates, and the periphery of the model test box is strengthened by using steel rib plates.
According to an embodiment of the invention, the mass ratio of the soil for the model is as follows: 40% of kaolin, 20% of bentonite, 30% of loess and 10% of river sand.
According to an embodiment of the invention, the model is filled with soil in the model test box layer by layer, each layer of filling is fixed in height, and the model is tamped to each layer of elevation for multiple times by adopting a heavy hammer tapping mode.
According to one embodiment of the invention, the left and right edges of the circular hole on the front side of the model test box are at least twice the diameter of the circular hole from the left and right side surfaces of the model test box, at least one time the diameter of the circular hole from the lower grouting rod, and at least three times the diameter of the circular hole from the lower side of the model test box.
Specifically, the outer diameter (6m) of the actual tunnel was reduced by 30 times, and the outer diameter of the model tunnel 3 was set to 200mm (1D).
The invention discloses an indoor model test device for the influence of tunnel bottom grouting construction on a similar tunnel model, which comprises a model test box 1, model soil 2, a similar model tunnel 3, a compensation grouting device and a tunnel deformation monitoring device.
A round hole is arranged in the front and the back of the model test box, the circle centers of the round holes are at the same height, the radiuses of the round holes are the same, a similar model tunnel 3 is placed in the round hole, and the port of the similar model tunnel 3 is fixed on the model test box 1; arranging a reserved grouting hole on the side surface of the model test box 1, wherein the reserved grouting hole is longitudinally positioned on the central axis of the side panel and transversely positioned below the similar model tunnel 3; the compensation grouting device comprises an air compressor 9, a pressure gauge 11, a grouting tank 10, a stirrer, an electronic scale 12, a flowmeter 13, a grouting rod 5 and an air bag 4; the model test box 1 is filled with model soil 2, and a similar model tunnel 3 and an air bag 4 connected with a grouting rod 5 are placed in the model soil 2; brillouin optical fibers are bonded on the similar model tunnel 3, and the tunnel displacement condition is measured through an optical fiber demodulator 7 outside the connecting box.
As shown in fig. 1, the model test box 1 is rectangular, the length, width and height of the internal space are respectively 1.0m (5D), 1.0m (5D) and 1.6m (8D), and the model test box is formed by splicing 5 transparent glass plates with the thickness of 20mm, and the periphery of the model test box is strengthened by using steel rib plates; the similar model tunnel 1 is made of PC plastic, the thickness is 2.5mm, and the tunnel length is 1.0 m; the distance between the similar model tunnel 3 and the left side and the right side of the model test box 1 is 400mm, the distance between the similar model tunnel 3 and the top surface of the model soil 2 above the similar model tunnel is 400mm (2D), the distance between the similar model tunnel 3 and the model test box below the similar model tunnel is 200mm (1D), and the distance between the similar model tunnel 3 and the model test box 1 is 600mm (3D).
The tunnel deformation monitoring device comprises three parts, namely a Brillouin optical fiber, an optical fiber demodulator 7 and a computer 8, wherein the monitoring Brillouin optical fiber is connected to the optical fiber demodulator 7 through an armored optical fiber cable 6, and a demodulated signal is transmitted to the computer 8 for processing.
The water-cement ratio of the slurry ratio is 1.0, and the grouting pressure is 80 kPa.
The mass ratio of the soil 2 for the model is as follows: 40% of kaolin, 20% of bentonite, 30% of loess (dried and sieved by a 0.5mm sieve) and 10% of river sand (elutriated and sieved by the 0.5mm sieve); the model soil 2 is filled in the model test box 1 layer by layer, the soil amount required by each layer is calculated according to the compactness determined in advance, the soil is hammered to the set elevation 10cm after filling, and the similar model tunnel 3 is put in when the filling height reaches the elevation at the bottom of the tunnel.
FIG. 2 illustrates a fiber placement diagram over a model tunnel according to one embodiment of the present application.
According to one embodiment of the invention, the Brillouin optical fiber is arranged on the model tunnel and is divided into a monitoring Brillouin optical fiber and a temperature compensation optical fiber, wherein the monitoring Brillouin optical fiber is bonded on the model tunnel through epoxy resin glue after being tensioned.
According to an embodiment of the present invention, the monitoring brillouin optical fiber is divided into a longitudinally arranged optical fiber and a circumferentially arranged optical fiber, wherein the longitudinally arranged optical fiber is arranged at the bottom inside the model tunnel, the circumferentially arranged optical fiber is arranged outside the model tunnel, and the circumferentially arranged optical fibers are connected in series with each other through the longitudinal optical fiber at a certain interval.
According to an embodiment of the invention, said temperature compensated optical fiber does not require a tensioning process and is arranged in parallel beside the bottom longitudinal portion by means of an epoxy glue. .
Specifically, as shown in fig. 2, the brillouin optical fiber is divided into a monitoring brillouin optical fiber and a temperature compensation optical fiber 16, wherein the monitoring brillouin optical fiber is divided into a longitudinally arranged optical fiber 14 and a circumferentially arranged optical fiber 15, the longitudinally arranged optical fiber 14 is arranged at the bottom inside the similar model tunnel 3, the circumferentially arranged optical fiber 15 is arranged outside the model tunnel, the circumferentially arranged optical fibers are arranged at certain intervals and connected in series with each other through the longitudinal optical fiber, and the monitoring brillouin optical fiber is bonded on the similar model tunnel 3 through an epoxy resin adhesive after being tensioned; the temperature compensating fiber 16 does not require a tensioning process and is arranged in parallel beside the bottom longitudinal portion by epoxy glue.
FIG. 3 shows a detailed view of a compensated grouting device according to one embodiment of the present application.
Specifically, as shown in fig. 3, the compensation grouting device is a pressure control type grouting device, and comprises an air compressor 9, a pressure gauge 11, a grouting tank 10, a stirrer, an electronic scale 12, a flowmeter 13, a grouting rod 5 and an air bag 4; the air bag 4 is bound at one end of the grouting rod 5, the other end of the grouting rod 5 is fixed at the grouting orifice,
and is connected with a flowmeter 13 for monitoring the flow of the slurry during grouting; the inlet of the flowmeter 13 is connected with the grouting tank 10, prepared slurry is filled in the grouting tank 10, and the slurry is stirred by a stirrer fixed on the top cover in the grouting process; sealing the top cover of the grouting tank; a hole is reserved on the top cover for pressurization, a grouting meter and a hydraulic grouting pump are arranged on a grouting hose penetrating the hole, and the other end of the grouting hose is connected to an air compressor 9; the grouting tank 10 is placed on an electronic scale 12 to calculate a grouting amount.
According to one embodiment of the invention, the method for testing the grouting and jacking model at the bottom of the tunnel mainly comprises the following test steps:
step one, assembling a model test box:
(1) assembling the model test box, confirming that the position and the angle of each surface are correct, and using a steel rib plate to increase the strength at the periphery;
step two, preparation work in early stage of test
(1) Performing a Brillouin optical fiber calibration test in a laboratory, tensioning a monitoring Brillouin optical fiber, bonding the monitoring Brillouin optical fiber at a specific position of a similar model tunnel by using epoxy resin glue, meanwhile, distributing a temperature compensation optical fiber inside the model tunnel, connecting an optical fiber demodulator, and confirming that the optical fiber on the model tunnel is normally connected;
(2) configuring and storing the model soil according to a preset mass ratio;
(3) binding an air bag at one end of the grouting rod, and checking the air tightness;
(4) determining a slurry material, and preparing grouting slurry;
step three, filling the model test box
(1) Filling the model into a model test box by using soil, and carrying out layered filling and tamping according to the preset compaction degree of the test;
(2) when the model is filled with soil to the elevation of the grouting hole, the air bag is placed at the position right below the model tunnel, the grouting rod penetrates through the grouting hole, and the port is connected with an external grouting system;
(3) when the model is filled to the elevation of the hole by soil, the model tunnel penetrates through the hole and is fixed on a model test box, and an optical fiber on the model test box penetrates through the hole and is connected with an optical fiber demodulator so as to be connected with a computer;
(4) continuously filling the model with soil to the model test box to calculate the elevation;
step four, carrying out the test
(1) Starting a grouting pump for grouting, and keeping the pressure constant in the grouting process;
(2) and in the grouting process, the computer collects data through monitoring software and performs data processing after the test is finished, so that the stress and deformation conditions of the tunnel in the grouting process are obtained.
In particular, the method comprises the following steps of,
step one, assembling a model box:
(a) assembling the model test box 1, confirming that the position and the angle of each surface are correct, and using a steel rib plate to increase the strength at the periphery;
step two, preparation work in the early stage of the test:
(a) performing a Brillouin optical fiber calibration test in a laboratory, tensioning a monitoring Brillouin optical fiber, adhering the monitoring Brillouin optical fiber to a specific position of a similar model tunnel 3 by using epoxy resin glue, arranging a temperature compensation optical fiber 16 in the model tunnel, connecting an optical fiber demodulator 7, and confirming that the optical fiber connection on the similar model tunnel 3 is normal;
(b) the model soil 2 is configured and stored according to the similarity ratio of the actual situation,
(c) binding an air bag 4 at one end of the grouting rod 5, and checking the air tightness;
(d) determining a slurry material, and preparing grouting slurry;
filling the model test box:
(a) before the process of filling soil into the model test box 1, a layer of smooth silky paper is adhered to the inner wall of the model test box 1 to reduce the influence of a boundary effect, then the model is filled into the test model box 1 by soil 2, and layered filling and tamping are carried out according to the preset compaction degree of the test;
(b) when the model is filled with soil 2 to the elevation of a grouting hole, an air bag 4 is placed under a similar model tunnel 3, a grouting rod 5 penetrates through the grouting hole, and a port is connected with an external grouting system;
(c) when the model is filled up to the elevation of the hole by soil 2, the similar model tunnel 3 passes through the hole and is fixed on the model test box 1, and the optical fiber on the test model box 1 passes through the hole to be connected with the optical fiber demodulator 7 and further connected with the computer 8;
(d) continuously filling the model soil 2 to the model test box body 1 to calculate the elevation;
step four, carrying out a test:
(a) starting a grouting pump for grouting, and keeping the pressure constant in the grouting process;
(b) and the computer 8 collects data through monitoring software in the grouting process, and performs data processing after the test is finished to obtain the stress and deformation conditions of the tunnel in the grouting process.
During the test, great disturbance should be avoided so as not to cause instability of the optical fiber and influence the test monitoring result.
The beneficial effects of the invention are mainly as follows:
at present, the research method for grouting and lifting of the shield tunnel in the existing research mainly focuses on a theoretical analysis method, a numerical simulation method and a field monitoring method, and relatively few researches are carried out by using an indoor model test. The method for researching the grouting lifting of the shield tunnel by using the indoor model test has the advantages of time and labor saving, simple and convenient research process, accurate result obtained by a similarity principle and high research reference value.
Secondly, the Brillouin optical fiber sensing technology has the characteristics of high precision and full distribution, and can comprehensively reflect the influence of grouting on the longitudinal direction and the circumferential direction of the tunnel.
And thirdly, the similar model device is adopted to carry out test research on the influence of grouting lifting on the tunnel, so that good consultation and suggestion can be provided for the actual operation of the engineering, and certain reference significance is provided for relevant theoretical research verification, relevant standards establishment and other aspects.
It will be evident to those skilled in the art that the present application is not limited to the details of the foregoing illustrative embodiments, and that the present application may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the application being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned. Furthermore, it is obvious that the word "comprising" does not exclude other elements or steps, and the singular does not exclude the plural. A plurality of units or means recited in the apparatus claims may also be implemented by one unit or means in software or hardware. The terms first, second, etc. are used to denote names, but not any particular order.
Claims (9)
1. The utility model provides a tunnel bottom slip casting jacking model test device which characterized in that, model test device includes: the model test box, the soil for the model, the model tunnel, the compensation grouting device and the tunnel deformation monitoring device;
round holes are oppositely arranged in the front and the back of the model test box, the circle centers of the round holes are at the same height, the radius of the round holes is the same as the outer diameter of the model tunnel, a reserved grouting hole is arranged on the side surface for grouting, and soil for the model is laid in the box;
the soil for the model is configured according to a similar principle, and the mass ratio of each material of the soil for the model is as follows: bentonite: loess: yellow sand 4: 3: 2: 1.
the model tunnel is of a cylindrical structure, and two ends of the model tunnel penetrate through round holes in the front and back of the model test box and are fixed on the model test box;
the compensation grouting device adopts a pressure control type grouting device and comprises an air bag, a grouting rod, a flowmeter, a grouting tank, a pressure gauge and an air compressor, wherein the air bag is positioned below the model tunnel and connected with one end of the grouting rod, the other end of the grouting rod is fixed at a reserved grouting hole and connected with the flowmeter, the inlet of the flowmeter is connected with the grouting tank, prepared grout is filled in the grouting tank, a top cover of the grouting tank is sealed and provided with a hole for pressurization, the pressure gauge is arranged on a grouting hose penetrating the hole, the other end of the grouting hose is connected with the air compressor, and the high-pressure gas provided by the air compressor is used for pressing the grout in the grouting tank into soil for the model;
the tunnel deformation monitoring device is used for monitoring by adopting a Brillouin optical fiber monitoring system and comprises a Brillouin optical fiber, an optical fiber demodulator and a computer, wherein the Brillouin optical fiber is adhered to the model tunnel and is connected to the optical fiber demodulator through an armored optical fiber cable, and a demodulated signal is transmitted to the computer to be processed so as to measure the displacement condition of the model tunnel.
2. The test device for the grouting and jacking model of the bottom of the tunnel according to claim 1, wherein the model tunnel is of an integral structure and is made of PC plastic.
3. The tunnel bottom grouting jacking model test device of claim 1, wherein the model test box is formed by splicing five transparent glass plates, and a steel rib plate is used at the periphery to increase the strength.
4. The test device for the grouting and jacking model of the bottom of the tunnel according to claim 1, wherein the model is filled with soil in layers in the model test box, each layer of the filled soil is fixed in height, and the model is tamped to each layer of the elevation for multiple times in a heavy hammer tapping mode.
5. The tunnel bottom grouting jacking model test device of claim 1, wherein the distance between the left and right side edges of the round hole on the front side of the model test box and the left and right side surfaces of the model test box is at least twice the diameter of the round hole, the distance between the lower grouting rod and the round hole is at least one time the diameter of the round hole, and the distance between the grouting rod and the lower side of the model test box is at least three times the diameter of the round hole.
6. The tunnel bottom grouting jacking model test device according to claim 1, wherein the Brillouin optical fiber is arranged on the model tunnel and is divided into a monitoring Brillouin optical fiber and a temperature compensation optical fiber, and the monitoring Brillouin optical fiber is bonded on the model tunnel through epoxy resin glue after being tensioned.
7. The tunnel bottom grouting jacking model test device according to claim 6, wherein the monitoring Brillouin optical fiber is divided into a longitudinally arranged optical fiber and a circumferentially arranged optical fiber, wherein the longitudinally arranged optical fiber is arranged at the bottom inside the model tunnel, the circumferentially arranged optical fiber is arranged outside the model tunnel, and the circumferential parts are connected in series through the longitudinal optical fiber at a certain interval.
8. The tunnel bottom grouting jacking model test device of claim 6, wherein the temperature compensation optical fiber does not need to be tensioned and is arranged beside the bottom longitudinal part in parallel through epoxy resin glue, so that no influence on the test process is ensured.
9. A test method using the tunnel bottom grouting jacking model test device of claim 1 is characterized by comprising the following steps:
step one, assembling a model test box:
(1) assembling the model test box, confirming that the position and the angle of each surface are correct, and using a steel rib plate to increase the strength at the periphery;
step two, preparation work in early stage of test
(1) Performing a Brillouin optical fiber calibration test in a laboratory, tensioning a monitoring Brillouin optical fiber, bonding the monitoring Brillouin optical fiber at a specific position of a similar model tunnel by using epoxy resin glue, meanwhile, distributing a temperature compensation optical fiber inside the model tunnel, connecting an optical fiber demodulator, and confirming that the optical fiber on the model tunnel is normally connected;
(2) configuring and storing the model soil according to a preset mass ratio;
(3) binding an air bag at one end of the grouting rod, and checking the air tightness;
(4) determining a slurry material, and preparing grouting slurry;
step three, filling the model test box
(1) Filling the model into a model test box by using soil, and carrying out layered filling and tamping according to the preset compaction degree of the test;
(2) when the model is filled with soil to the elevation of the grouting hole, the air bag is placed at the position right below the model tunnel, the grouting rod penetrates through the grouting hole, and the port is connected with an external grouting system;
(3) when the model is filled to the elevation of the hole by soil, the model tunnel penetrates through the hole and is fixed on a model test box, and an optical fiber on the model test box penetrates through the hole and is connected with an optical fiber demodulator so as to be connected with a computer;
(4) continuously filling the model with soil to the model test box to calculate the elevation;
step four, carrying out the test
(1) Starting a grouting pump for grouting, recording grouting pressure, grouting flow and grouting time in the grouting process through a pressure gauge, a flowmeter and a stopwatch, and keeping the pressure constant in the grouting process;
(2) and in the grouting process, data collection is carried out through computer monitoring software, and data processing is carried out after the test is finished, so that the stress and deformation conditions of the tunnel in the grouting process are obtained.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116522741A (en) * | 2023-07-04 | 2023-08-01 | 湖南大学 | Soft clay stratum shield tunnel lifting amount prediction method for bag grouting |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20120130930A1 (en) * | 2010-11-24 | 2012-05-24 | Assaf Klar | Method for detection of tunnel excavation by brillouin optical time domain reflectometry |
| CN108005725A (en) * | 2017-12-31 | 2018-05-08 | 上海纽建信息科技有限公司 | A kind of structural healthy monitoring system for Shield Tunnel in Soft Soil |
| CN110954676A (en) * | 2019-12-03 | 2020-04-03 | 同济大学 | Visual test device for simulating shield tunneling existing tunnel construction |
| CN111006951A (en) * | 2019-11-14 | 2020-04-14 | 湖南大学 | Indoor grouting test device and simulated grouting test method |
| CN112435572A (en) * | 2020-12-17 | 2021-03-02 | 浙大城市学院 | Test device and method for influence of underpass tunnel on existing tunnel under grouting reinforcement |
| CN112464485A (en) * | 2020-12-04 | 2021-03-09 | 浙大城市学院 | Evaluation method for grouting deviation rectifying effect aiming at horizontal deformation of shield tunnel |
-
2021
- 2021-07-09 CN CN202110775597.7A patent/CN113791174A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20120130930A1 (en) * | 2010-11-24 | 2012-05-24 | Assaf Klar | Method for detection of tunnel excavation by brillouin optical time domain reflectometry |
| CN108005725A (en) * | 2017-12-31 | 2018-05-08 | 上海纽建信息科技有限公司 | A kind of structural healthy monitoring system for Shield Tunnel in Soft Soil |
| CN111006951A (en) * | 2019-11-14 | 2020-04-14 | 湖南大学 | Indoor grouting test device and simulated grouting test method |
| CN110954676A (en) * | 2019-12-03 | 2020-04-03 | 同济大学 | Visual test device for simulating shield tunneling existing tunnel construction |
| CN112464485A (en) * | 2020-12-04 | 2021-03-09 | 浙大城市学院 | Evaluation method for grouting deviation rectifying effect aiming at horizontal deformation of shield tunnel |
| CN112435572A (en) * | 2020-12-17 | 2021-03-02 | 浙大城市学院 | Test device and method for influence of underpass tunnel on existing tunnel under grouting reinforcement |
Non-Patent Citations (1)
| Title |
|---|
| 李梦天 等: "基于数值模拟和模型实验的注浆抬升计算方法", 《哈尔滨工业大学学报》, vol. 51, no. 8, 31 August 2019 (2019-08-31), pages 2 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116522741A (en) * | 2023-07-04 | 2023-08-01 | 湖南大学 | Soft clay stratum shield tunnel lifting amount prediction method for bag grouting |
| CN116522741B (en) * | 2023-07-04 | 2023-09-05 | 湖南大学 | Soft clay stratum shield tunnel lifting amount prediction method for bag grouting |
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