CN113310849A - Grouting reinforcement test device and method for simulating shield underground butt joint - Google Patents
Grouting reinforcement test device and method for simulating shield underground butt joint Download PDFInfo
- Publication number
- CN113310849A CN113310849A CN202110523376.0A CN202110523376A CN113310849A CN 113310849 A CN113310849 A CN 113310849A CN 202110523376 A CN202110523376 A CN 202110523376A CN 113310849 A CN113310849 A CN 113310849A
- Authority
- CN
- China
- Prior art keywords
- shield
- grouting
- machine
- storage tank
- shield machine
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 230000002787 reinforcement Effects 0.000 title claims abstract description 50
- 210000001503 joint Anatomy 0.000 title claims abstract description 41
- 238000012360 testing method Methods 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title description 14
- 238000010998 test method Methods 0.000 claims abstract description 8
- 230000005641 tunneling Effects 0.000 claims description 53
- 239000007788 liquid Substances 0.000 claims description 51
- 239000002689 soil Substances 0.000 claims description 45
- 238000003860 storage Methods 0.000 claims description 42
- 239000002699 waste material Substances 0.000 claims description 24
- 239000011521 glass Substances 0.000 claims description 22
- 238000004088 simulation Methods 0.000 claims description 22
- 238000003032 molecular docking Methods 0.000 claims description 12
- 239000002002 slurry Substances 0.000 claims description 12
- 238000003384 imaging method Methods 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 230000005540 biological transmission Effects 0.000 claims description 9
- 238000006243 chemical reaction Methods 0.000 claims description 8
- 238000001931 thermography Methods 0.000 claims description 8
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 7
- 238000009792 diffusion process Methods 0.000 claims description 7
- 239000002184 metal Substances 0.000 claims description 7
- 229910052751 metal Inorganic materials 0.000 claims description 7
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims description 6
- 238000012806 monitoring device Methods 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- 238000007569 slipcasting Methods 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 238000013508 migration Methods 0.000 claims description 3
- 230000005012 migration Effects 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 239000013535 sea water Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 7
- 230000008569 process Effects 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 230000008014 freezing Effects 0.000 description 4
- 238000007710 freezing Methods 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000011160 research Methods 0.000 description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 239000002390 adhesive tape Substances 0.000 description 1
- 229910021417 amorphous silicon Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000005350 fused silica glass Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N13/00—Investigating surface or boundary effects, e.g. wetting power; Investigating diffusion effects; Analysing materials by determining surface, boundary, or diffusion effects
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01J—MEASUREMENT OF INTENSITY, VELOCITY, SPECTRAL CONTENT, POLARISATION, PHASE OR PULSE CHARACTERISTICS OF INFRARED, VISIBLE OR ULTRAVIOLET LIGHT; COLORIMETRY; RADIATION PYROMETRY
- G01J5/00—Radiation pyrometry, e.g. infrared or optical thermometry
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01J—MEASUREMENT OF INTENSITY, VELOCITY, SPECTRAL CONTENT, POLARISATION, PHASE OR PULSE CHARACTERISTICS OF INFRARED, VISIBLE OR ULTRAVIOLET LIGHT; COLORIMETRY; RADIATION PYROMETRY
- G01J5/00—Radiation pyrometry, e.g. infrared or optical thermometry
- G01J2005/0077—Imaging
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N13/00—Investigating surface or boundary effects, e.g. wetting power; Investigating diffusion effects; Analysing materials by determining surface, boundary, or diffusion effects
- G01N2013/003—Diffusion; diffusivity between liquids
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Spectroscopy & Molecular Physics (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a grouting reinforcement test device and a test method for simulating shield underground butt joint, which comprises a first shield machine, a second shield machine, a first grouting system and a second grouting system; the first shield machine and the second shield machine respectively comprise a shield tail, a middle shield, a front shield, an air brake and a cutter head in sequence; the first shield machine and the second shield machine are coaxially arranged, and a cutter head of the first shield machine and a cutter head of the second shield machine are oppositely arranged at intervals; by applying the technical scheme, grouting reinforcement of shield butt joint under the complex seepage condition can be realized, and the effect is remarkable.
Description
Technical Field
The invention relates to a grouting reinforcement test device and a grouting reinforcement test method for simulating shield underground butt joint.
Background
The single tunnel is a new development trend by adopting technologies of opposite propulsion, underground butt joint and shell abandoning and disintegration due to the reasons of long line, construction period, river, lake and sea downward crossing, no vertical shaft condition on the ground and the like. At present, the construction method of shield tunneling in opposite directions and butt joint in the international world is divided into two forms, namely direct butt joint and auxiliary butt joint. The direct butt joint utilizes a telescopic cutter head to reduce the diameter of the cutter head and slowly retract the cutter head, and simultaneously, an insert ring stored in a shield shell extends out to enter a reserved receiving groove of another shield, so that the butt joint precision requirement is high. The auxiliary butt joint method comprises a grouting reinforcement method and a freezing reinforcement method, when the stratum is reinforced by the grouting reinforcement method, two shield machines generally enter a preset butt joint area at the same time, then carry out stratum grouting reinforcement respectively, then tunnel to a grouting reinforcement intersection section for butt joint and communication, and finally sequentially remove internal components of the shield shell.
Chinese patent application No. CN201310185114.3 discloses a freezing reinforcement simulation test method and device suitable for shield ground butt joint, which uses a freezing device to freeze and reinforce the soil around two fixed shield shells in a test box, and simulates the construction process of an auxiliary butt joint method for reinforcing the stratum by using a freezing method. The shield underground butt joint simulation process is simple, and the stability of the tunnel face in the processes of pressure relief and opening and cutter head dismantling is not researched. On the other hand, the research on the underground docking of the shield by adopting the grouting reinforcement method is rarely reported. In order to directly observe the flowing and diffusing range of slurry during grouting and strengthening the stratum, the chinese patent with application number CN201710193946.8 adopts transparent soil and laser sheet source for visual simulation, but transparent soil is usually prepared by mixing amorphous silicon or fused silica sand with corresponding pore fluid, and it is difficult to restore the condition of the real stratum (such as clay stratum).
Disclosure of Invention
The invention aims to provide a grouting reinforcement test device and a grouting reinforcement test method for simulating shield underground butt joint, which realize grouting reinforcement of shield butt joint under a complex seepage condition and have obvious effect.
In order to solve the technical problem, the invention provides a grouting reinforcement test device for simulating shield underground butt joint, which comprises a first shield machine, a second shield machine, a first grouting system and a second grouting system; the first shield machine and the second shield machine respectively comprise a shield tail, a middle shield, a front shield, an air brake and a cutter head in sequence; the first shield machine and the second shield machine are coaxially arranged, and a cutter head of the first shield machine is arranged opposite to cutter heads of a plurality of second shield machines at intervals;
the first grouting system comprises a first air compressor, a first pressure delivery pipe, a first pressure gauge, a first storage tank and a first grouting pipe; the second grouting system comprises a second air compressor, a second pressure delivery pipe, a second pressure gauge, a second storage tank and a second grouting pipe; two ends of the first pressure transmission pipe are respectively communicated with the first air compressor and the first storage tank, the first pressure gauge is connected with the first storage tank, and the first storage tank is communicated with the first grouting pipe; two ends of the second pressure transmission pipe are respectively communicated with the second air compressor and a second storage tank, the second pressure gauge is connected with the second storage tank, and the second storage tank is communicated with the second grouting pipe; the first grouting pipe extends from the first shield machine to a position between the first shield machine and a second shield machine, and the second grouting pipe extends from the first shield machine to a position above the second shield machine;
the horizontal seepage simulation device comprises a third air compressor, a third pressure delivery pipe, a third storage tank, a multi-way valve, a hose and a waste liquid collecting box; two ends of the third pressure transmission pipe are respectively communicated with a third air compressor and a third storage tank, and the third storage tank is connected with a third pressure gauge; the third storage tank is connected with a plurality of hoses through multi-way valves; the hose is connected with the waste liquid collecting box.
In a preferred embodiment, the device further comprises a monitoring device, wherein the monitoring device comprises a proton thermal imaging detector, an earth pressure sensor, a turbidity meter and a strain gauge.
In a preferred embodiment, the proton thermal imaging detector comprises an electromagnetic wave transmitting and receiving antenna, a data collecting and converting device and an imaging display; the electromagnetic wave transmitting and receiving antenna is connected with a data acquisition and conversion device, and the data acquisition and conversion device is connected with the imaging display.
In a preferred embodiment, a second closing door and a first closing door are sequentially arranged between the cutterhead and the front shield of the first shield tunneling machine and the second shield tunneling machine; soil pressure sensors are respectively arranged at different heights of the first closing door; the first closed door, the cutter head, the front shield, the middle shield and the shield tail form a soil chamber, and the soil pressure sensor is used for detecting soil pressure values at different heights in the soil chamber.
In a preferred embodiment, the turbidity instrument is used for detecting the turbidity degree of the waste liquid, and the turbidity degree of the waste liquid reflects the migration degree of the grouting reinforcement liquid which is wrapped by seepage; the strain gauges are arranged on the inner side surfaces of the first shield tunneling machine and the second shield tunneling machine and used for monitoring the stress and deformation of the shield shell after the internal components of the first shield tunneling machine and the second shield tunneling machine are removed.
In a preferred embodiment, the cutter head body comprises a plurality of spoke plates and a panel; a center block is arranged in the center of the cutter head; the spoke plates are rotationally and symmetrically distributed by taking the central block as a center; the panels are rotationally and symmetrically distributed by taking the central block as a center; the spoke plates and the panel are arranged at intervals.
In a preferred embodiment, a first grouting liquid mixed by water glass and phosphoric acid solution is arranged in the first storage tank, and a second grouting liquid mixed by water glass and cement paste is arranged in the second storage tank.
In a preferred embodiment, the first shield machine and the second shield machine are spaced by 0.25 m;
first slip casting pipe by first shield constructs the machine stretch into to with the position of the blade disc interval 0.1m of first shield structure machine, second slip casting pipe by first shield constructs the machine stretch into to the top of second shield structure machine and with the position of the horizontal distance interval 0.4m of first shield structure machine.
In a preferred embodiment, the device further comprises a mold box; the first shield tunneling machine and the second shield tunneling machine are placed in the model box; the periphery of the model box is composed of organic glass plates and metal frames; the organic glass plates are connected through a metal frame; and a plurality of horizontal seepage simulation holes are formed in the organic glass plates on the periphery of the model box.
The invention provides a test method of a grouting reinforcement test device for simulating shield underground butt joint, which adopts the grouting reinforcement test device for simulating shield underground butt joint and comprises the following steps:
step one, installing a shield butt joint simulation device; laying soil at the bottom of the model box, wherein the height of the soil is 0.62m, and the top surface of the soil is tangent to the bottom edges of the horizontal seepage simulation holes of the organic glass plates on the two sides; then, a first shield machine and a second shield machine are installed, all components inside the first shield machine and the second shield machine are connected in a welding mode, the spacing distance between the middle parts of the first shield machine and the second shield machine is set to be 0.25m, and the horizontal deviation and the vertical deviation of butt joint are set to be 20 mm;
step two, applying an initial ground stress field and a seepage field: continuously laying soil in the model box to simulate the self-weight stress applied to the first shield machine and the second shield machine, and then injecting water and pressurizing on the top surface of the soil to simulate a vertical seepage field generated by seawater; meanwhile, water is injected into the horizontal seepage simulation hole of the organic glass plate on the left side for pressurization so as to simulate horizontal seepage along the flowing direction of grouting reinforcement slurry; a plurality of waste liquid collecting boxes are arranged on the right side of the model box, waste liquid in the waste liquid collecting boxes is regularly collected every 2min, and the turbidity degree of the waste liquid is analyzed by a turbidity liquid instrument to judge the loss amount of the slurry;
step three, grouting reinforcement: during grouting, iron powder is mixed into the slurry, the first grouting liquid is injected within 0.1m from the center shield to the front of the cutter head, and the second grouting liquid is injected within 0.1m to 0.4m from the front of the cutter head; the grouting is mainly controlled by pressure and assisted by grouting amount control, namely, when the grouting pressure reaches a set value, the grouting can be stopped; meanwhile, a test bed is arranged at a position 1m away from a glass plate in front of the model box, and a proton thermal imager arranged on the test bed can carry out real-time 3D imaging on the diffusion range of the grouting reinforcement liquid;
fourthly, dismantling internal components of the shield tunneling machine: firstly, pressure relief and bin opening are carried out, and then a second closing plate, a first closing plate and a cutter head are sequentially dismounted; when the panel and the spokes are dismantled, the spokes are cut off in different areas according to the principle of symmetrical dismantling.
Compared with the prior art, the technical scheme of the invention has the following beneficial effects:
1. the testing device can perform 3D imaging on the diffusion range of the iron powder-doped grouting liquid through the proton thermal imaging detector, and can visually research the diffusion rule of the slurry and determine the reinforcement range.
2. The testing device can simulate the butt joint construction conditions under different conditions of transverse through errors and vertical through errors by adjusting the relative position of the underground butt joint shield tunneling machine.
3. According to the test device, through the strain gauge arranged on the inner side of the shield shell, stress and deformation caused by integral rigidity reduction of a shield machine after the inner component of the shield machine is removed can be researched, so that the strength requirement of the secondary lining is determined.
4. The testing device provided by the invention can be used for researching the self-supporting stability of the soil body after the shield machine opens the cabin under different middle partition distances by adjusting the middle partition soil body distance of the underground butt joint shield machine, and avoiding the unfavorable forms such as tensile damage and the like of the reinforced soil body.
5. The testing device provided by the invention can simulate the underground real seepage field condition by injecting water and pressurizing through the horizontal seepage holes of the organic glass plates on the periphery of the model box and the top of the model box.
6. The test device provided by the invention can simulate the construction process of tunnel face water-soil pressure balance and pressure relief and opening of the shield machine under the initial condition by adjusting the pressure in the air brake through the air compressor.
Drawings
FIG. 1 is an isometric view of a mold box testing apparatus of a grouting reinforcement testing apparatus for simulating shield underground docking in a preferred embodiment of the invention;
FIG. 2 is a grouting and pressurized piping diagram of a first shield tunneling machine in a preferred embodiment of the present invention;
FIG. 3 is a diagram of the internal components of a first shield tunneling machine in a preferred embodiment of the present invention;
FIG. 4 is a block diagram of a first grout tube in a preferred embodiment of the present invention;
FIG. 5 is a schematic illustration of the docking of a first shield machine and a second shield machine in a preferred embodiment of the present invention;
FIG. 6 is a schematic view of the cutter head structure in the preferred embodiment of the present invention;
fig. 7 is a diagram of the grouting reinforcement range in the preferred embodiment of the invention.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
A test method of a grouting reinforcement test device for simulating shield underground butt joint adopts a grouting reinforcement test device for simulating shield underground butt joint, and referring to figures 1 to 6, the grouting reinforcement test device for simulating shield underground butt joint comprises a first shield machine 25, a second shield machine 30, a first grouting system and a second grouting system; the first shield machine 25 and the second shield machine 30 respectively comprise a shield tail 36, a middle shield 35, a front shield 34, an air brake and a cutter head 26 in sequence; the first shield tunneling machine 25 and the second shield tunneling machine 30 are coaxially arranged, and the cutterhead 26 of the first shield tunneling machine 25 is arranged opposite to the cutterheads 26 of the plurality of second shield tunneling machines 30 at intervals; the first grouting system comprises a first air compressor 1, a first pressure delivery pipe 2, a first pressure gauge 9, a first storage tank 3 and a first grouting pipe 4; the second grouting system comprises a second air compressor 5, a second pressure delivery pipe 6, a second pressure gauge 10, a second storage tank 7 and a second grouting pipe 8; two ends of the first pressure transmission pipe 2 are respectively communicated with the first air compressor 1 and the first storage tank 3, the first pressure gauge 9 is connected with the first storage tank 3, and the first storage tank 3 is communicated with the first grouting pipe 4; the first grouting pipe 4 is changed from a path to two paths by a three-way valve 37; two ends of the second pressure transmission pipe 6 are respectively communicated with the second air compressor 5 and a second storage tank 7, the second pressure gauge 10 is connected with the second storage tank 7, and the second storage tank 7 is communicated with the second grouting pipe 8; the first grouting pipe 4 extends from the first shield tunneling machine 25 to a position between the first shield tunneling machine 25 and the second shield tunneling machine 30, and the second grouting pipe 8 extends from the first shield tunneling machine 25 to a position above the second shield tunneling machine 30; the device also comprises a horizontal seepage simulation device, wherein the horizontal seepage simulation device comprises a third air compressor 19, a third pressure delivery pipe 20, a third storage tank 21, a multi-way valve 23, a hose 24 and a waste liquid collection box 18; two ends of the third pressure transmission pipe 20 are respectively communicated with a third air compressor 19 and a third storage tank 21, and the third storage tank 21 is connected with a third pressure gauge 22; the third storage tank 21 is connected with a plurality of hoses 24 through a multi-way valve 23; the hose 24 is connected to the waste collection tank 18.
Specifically, the device further comprises a monitoring device, wherein the monitoring device comprises a proton thermal imaging detector, an earth pressure sensor, a turbid liquid instrument 17 and a strain gauge. The testing device can perform 3D imaging on the diffusion range of the iron powder-doped grouting liquid through the proton thermal imaging detector, and can visually research the diffusion rule of the slurry and determine the reinforcement range.
The proton thermal imaging detector comprises an electromagnetic wave transmitting and receiving antenna 15, a data acquisition and conversion device 16 and an imaging display; the electromagnetic wave transmitting and receiving antenna 15 is connected with a data acquisition and conversion device 16, and the data acquisition and conversion device 16 is connected with the imaging display.
A second closing door 28 and a first closing door 27 are sequentially arranged between the cutterhead 26 and a front shield 34 of the first shield tunneling machine 25 and the second shield tunneling machine 30; soil pressure sensors are respectively arranged at different heights of the first closing door 27; the first closing door 27, the cutter head 26, the front shield 34, the middle shield 35 and the shield tail 36 form a soil chamber, and the soil pressure sensor is used for detecting soil pressure values at different heights in the soil chamber. The second closing door 28, the first closing door 27 and the shield 29 together form an air lock, and the pressure in the air lock is adjusted by an air compressor on the outer side to balance the water and soil pressure on the tunnel face.
The turbid liquid instrument 17 is used for detecting the turbidity degree of the waste liquid and reflecting the migration degree of the grouting reinforcement liquid wrapped by seepage according to the turbidity degree of the waste liquid; the strain gauges are arranged on the inner side surfaces of the first shield tunneling machine 25 and the second shield tunneling machine 30 and used for monitoring the stress and deformation of the shield shell 29 after the internal components of the first shield tunneling machine 25 and the second shield tunneling machine 30 are removed.
The cutter head 26 specifically comprises a plurality of spoke plates 32 and a panel 33; a center block 31 is arranged in the center of the cutter head 26; the spoke plates 32 are distributed along the rotation symmetry by taking the central block 31 as the center; the panels 33 are distributed in a rotationally symmetrical manner around the central block 31; the spoke plate 32 and the face plate 33 are arranged at intervals.
The first storage tank 3 is internally provided with a first grouting liquid mixed by water glass and phosphoric acid solution, and the second storage tank 7 is internally provided with a second grouting liquid mixed by water glass and cement paste. The first grouting liquid has lower strength, but good water stopping effect, and the second grouting liquid has higher strength.
The interval between the first shield tunneling machine 25 and the second shield tunneling machine 30 is 0.25 m; the first shield tunneling machine 25 and the second shield tunneling machine 30 are formed by cylindrical steel drums with two unclosed ends, the outer diameter of each cylindrical steel drum is 0.62m, the inner diameter of each cylindrical steel drum is 0.606m, and the thickness of each cylindrical steel drum is 14 mm.
First slip casting pipe 4 by first shield constructs quick-witted 25 stretch into with the position of the cutterhead 26 interval 0.1m of first shield constructs quick-witted 25, second slip casting pipe 8 by first shield constructs quick-witted 25 stretch into to the top of second shield constructs quick-witted 30 and with the position of the horizontal distance interval 0.4m of first shield constructs quick-witted 25.
Also comprises a model box; the first shield tunneling machine 25 and the second shield tunneling machine 30 are placed in the model box; the periphery of the model box is composed of an organic glass plate 11 and a metal frame 12; the organic glass plates 11 are connected through a metal frame 12; and a plurality of horizontal seepage simulation holes 13 are formed in the organic glass plates 11 on the periphery of the model box. The mold box is a cuboid and has the size of 2.05m multiplied by 2.48m multiplied by 2.66 m. The connection part of the organic glass plate 11 and the metal frame 12 is pasted with a water stop adhesive tape to prevent the model box from leaking. The lower positions of the middle parts of the organic glass plates 11 on the left side and the right side are both provided with an opening hole with the diameter of 0.31m, the circle centers of the opening holes are positioned on the same horizontal axis, the opening holes are mainly used for butting a shield shell 29 in a shield machine simulation device, and simultaneously grouting pipelines and soil pressure balance pipelines are convenient to arrange. Horizontal seepage simulation holes 13 are formed in the periphery of the model box, and the size of each horizontal seepage simulation hole is determined according to the soil permeability of the stratum where the shield is in underground butt joint.
A test method of a grouting reinforcement test device for simulating shield underground butt joint comprises the following steps:
step one, installing a shield butt joint simulation device; laying soil at the bottom of the model box, wherein the height of the soil is 0.62m, and the top surface of the soil is tangent to the bottom edges of the horizontal seepage simulation holes 13 of the organic glass plates 11 at the two sides; then, the first shield tunneling machine 25 and the second shield tunneling machine 30 are installed, the internal components of the first shield tunneling machine 25 and the second shield tunneling machine 30 are connected in a welding mode, the spacing distance between the middle parts of the first shield tunneling machine 25 and the second shield tunneling machine 30 is set to be 0.25m, and the horizontal deviation and the vertical deviation of butt joint are set to be 20 mm;
step two, applying an initial ground stress field and a seepage field: continuously laying soil in the model box to simulate the self-weight stress applied to the first shield tunneling machine 25 and the second shield tunneling machine 30, and then injecting water and pressurizing on the top surface of the soil to simulate a vertical seepage field generated by seawater; meanwhile, water is injected into the horizontal seepage simulation hole 13 of the organic glass plate 11 on the left side for pressurization so as to simulate horizontal seepage along the flowing direction of grouting reinforcement slurry; a plurality of waste liquid collecting boxes 18 are arranged on the right side of the model box, waste liquid in the waste liquid collecting boxes is regularly collected every 2min, and the turbidity degree of the waste liquid is analyzed by a turbid liquid instrument 17 to judge the slurry loss amount;
step three, grouting reinforcement: during grouting, iron powder is mixed into the slurry, the first grouting liquid is injected within 0.1m from the middle shield 35 to the front of the cutter head 26, and the second grouting liquid is injected within 0.1m to 0.4m from the front of the cutter head 26; the grouting is mainly controlled by pressure and assisted by grouting amount control, namely, when the grouting pressure reaches a set value, the grouting can be stopped; meanwhile, a test bed is arranged at a position 1m away from a glass plate in front of the model box, and a proton thermal imager arranged on the test bed can carry out real-time 3D imaging on the diffusion range of the grouting reinforcement liquid;
fourthly, dismantling internal components of the shield tunneling machine: firstly, pressure relief and bin opening are carried out, and then the second closing door 28, the first closing door 27 and the cutter head 26 are sequentially removed; when the panel 33 and spokes are removed, the spokes are cut out in different areas according to the principle of symmetrical removal.
The testing device can simulate the butt joint construction conditions under different conditions of transverse through errors and vertical through errors by adjusting the relative position of the underground butt joint shield tunneling machine. Through the strain gauge arranged on the inner side of the shield shell 29, stress and deformation caused by the reduction of the integral rigidity of the shield shell after the inner component of the shield shell is removed can be researched, so that the strength requirement of the secondary lining can be determined. Through adjusting the distance of the soil body in the middle of the underground butt joint shield machine, the self-supporting stability of the soil body after the shield machine is opened at different middle distances can be researched, and unfavorable forms such as tensile damage and the like caused by the reinforced soil body are avoided. The underground real seepage field condition can be simulated by injecting water and pressurizing through the horizontal seepage holes of the organic glass plates 11 on the periphery of the model box and the top of the model box. The pressure in the air brake is adjusted through the air compressor, so that the construction process of tunnel face water-soil pressure balance and pressure relief and bin opening of the shield machine under the initial condition can be simulated.
The above description is only a preferred embodiment of the present invention, but the design concept of the present invention is not limited thereto, and any person skilled in the art can make insubstantial changes in the technical scope of the present invention within the technical scope of the present invention, and the actions infringe the protection scope of the present invention are included in the present invention.
Claims (10)
1. A grouting reinforcement test device for simulating shield underground butt joint is characterized by comprising a first shield machine, a second shield machine, a first grouting system and a second grouting system; the first shield machine and the second shield machine respectively comprise a shield tail, a middle shield, a front shield, an air brake and a cutter head in sequence; the first shield machine and the second shield machine are coaxially arranged, and a cutter head of the first shield machine and a cutter head of the second shield machine are oppositely arranged at intervals;
the first grouting system comprises a first air compressor, a first pressure delivery pipe, a first pressure gauge, a first storage tank and a first grouting pipe; the second grouting system comprises a second air compressor, a second pressure delivery pipe, a second pressure gauge, a second storage tank and a second grouting pipe; two ends of the first pressure transmission pipe are respectively communicated with the first air compressor and the first storage tank, the first pressure gauge is connected with the first storage tank, and the first storage tank is communicated with the first grouting pipe; two ends of the second pressure transmission pipe are respectively communicated with the second air compressor and a second storage tank, the second pressure gauge is connected with the second storage tank, and the second storage tank is communicated with the second grouting pipe; the first grouting pipe extends from the first shield machine to a position between the first shield machine and a second shield machine, and the second grouting pipe extends from the first shield machine to a position above the second shield machine;
the horizontal seepage simulation device comprises a third air compressor, a third pressure delivery pipe, a third storage tank, a multi-way valve, a hose and a waste liquid collecting box; two ends of the third pressure transmission pipe are respectively communicated with a third air compressor and a third storage tank, and the third storage tank is connected with a third pressure gauge; the third storage tank is connected with a plurality of hoses through multi-way valves; the hose is connected with the waste liquid collecting box.
2. The grouting reinforcement test device for simulating shield underground docking according to claim 1, further comprising a monitoring device, wherein the monitoring device comprises a proton thermal imaging detector, a soil pressure sensor, a turbidity solution meter and a strain gauge.
3. The grouting reinforcement test device for simulating shield underground docking according to claim 2, wherein the proton thermal imaging detector comprises an electromagnetic wave transmitting and receiving antenna, a data acquisition and conversion device and an imaging display; the electromagnetic wave transmitting and receiving antenna is connected with a data acquisition and conversion device, and the data acquisition and conversion device is connected with the imaging display.
4. The grouting reinforcement test device for simulating shield underground docking according to claim 3, wherein a second closing door and a first closing door are further sequentially arranged between the cutterheads of the first shield tunneling machine and the second shield tunneling machine and the front shield; soil pressure sensors are respectively arranged at different heights of the first closing door; the first closed door, the cutter head, the front shield, the middle shield and the shield tail form a soil chamber, and the soil pressure sensor is used for detecting soil pressure values at different heights in the soil chamber.
5. The grouting reinforcement test device for simulating shield underground docking according to claim 4, wherein the turbid liquid instrument is used for detecting the turbidity degree of the waste liquid, and the turbidity degree of the waste liquid reflects the migration degree of the grouting reinforcement liquid carried by seepage; the strain gauges are arranged on the inner side surfaces of the first shield tunneling machine and the second shield tunneling machine and used for monitoring the stress and deformation of the shield shell after the internal components of the first shield tunneling machine and the second shield tunneling machine are removed.
6. The grouting reinforcement test device for simulating shield underground docking according to claim 5, wherein the cutter head specifically comprises a plurality of spoke plates and panels; a center block is arranged in the center of the cutter head; the spoke plates are rotationally and symmetrically distributed by taking the central block as a center; the panels are rotationally and symmetrically distributed by taking the central block as a center; the spoke plates and the panel are arranged at intervals.
7. The grouting reinforcement test device for simulating shield underground butt joint according to claim 6, wherein a first grouting liquid mixed by water glass and phosphoric acid solution is arranged in the first storage tank, and a second grouting liquid mixed by water glass and cement paste is arranged in the second storage tank.
8. The grouting reinforcement test device for simulating shield underground docking according to claim 7, wherein the first shield machine and the second shield machine are spaced by 0.25 m;
first slip casting pipe by first shield constructs the machine stretch into to with the position of the blade disc interval 0.1m of first shield structure machine, second slip casting pipe by first shield constructs the machine stretch into to the top of second shield structure machine and with the position of the horizontal distance interval 0.4m of first shield structure machine.
9. The grouting reinforcement test device for simulating shield underground docking according to claim 8, further comprising a mold box; the first shield tunneling machine and the second shield tunneling machine are placed in the model box; the periphery of the model box is composed of organic glass plates and metal frames; the organic glass plates are connected through a metal frame; and a plurality of horizontal seepage simulation holes are formed in the organic glass plates on the periphery of the model box.
10. A test method of a grouting reinforcement test device for simulating shield underground docking, characterized in that the grouting reinforcement test device for simulating shield underground docking according to claim 9 is used, and comprises:
step one, installing a shield butt joint simulation device; laying soil at the bottom of the model box, wherein the height of the soil is 0.62m, and the top surface of the soil is tangent to the bottom edges of the horizontal seepage simulation holes of the organic glass plates on the two sides; then, a first shield machine and a second shield machine are installed, all components inside the first shield machine and the second shield machine are connected in a welding mode, the spacing distance between the middle parts of the first shield machine and the second shield machine is set to be 0.25m, and the horizontal deviation and the vertical deviation of butt joint are set to be 20 mm;
step two, applying an initial ground stress field and a seepage field: continuously laying soil in the model box to simulate the self-weight stress applied to the first shield machine and the second shield machine, and then injecting water and pressurizing on the top surface of the soil to simulate a vertical seepage field generated by seawater; meanwhile, water is injected into the horizontal seepage simulation hole of the organic glass plate on the left side for pressurization so as to simulate horizontal seepage along the flowing direction of grouting reinforcement slurry; a plurality of waste liquid collecting boxes are arranged on the right side of the model box, waste liquid in the waste liquid collecting boxes is regularly collected every 2min, and the turbidity degree of the waste liquid is analyzed by a turbidity liquid instrument to judge the loss amount of the slurry;
step three, grouting reinforcement: during grouting, iron powder is mixed into the slurry, the first grouting liquid is injected within 0.1m from the center shield to the front of the cutter head, and the second grouting liquid is injected within 0.1m to 0.4m from the front of the cutter head; the grouting is mainly controlled by pressure and assisted by grouting amount control, namely, when the grouting pressure reaches a set value, the grouting can be stopped; meanwhile, a test bed is arranged at a position 1m away from a glass plate in front of the model box, and a proton thermal imager arranged on the test bed can carry out real-time 3D imaging on the diffusion range of the grouting reinforcement liquid;
fourthly, dismantling internal components of the shield tunneling machine: firstly, pressure relief and bin opening are carried out, and then a second closing plate, a first closing plate and a cutter head are sequentially dismounted; when the panel and the spokes are dismantled, the spokes are cut off in different areas according to the principle of symmetrical dismantling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110523376.0A CN113310849B (en) | 2021-05-13 | 2021-05-13 | Grouting reinforcement test device and method for simulating shield underground butt joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110523376.0A CN113310849B (en) | 2021-05-13 | 2021-05-13 | Grouting reinforcement test device and method for simulating shield underground butt joint |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113310849A true CN113310849A (en) | 2021-08-27 |
| CN113310849B CN113310849B (en) | 2023-03-24 |
Family
ID=77373186
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110523376.0A Active CN113310849B (en) | 2021-05-13 | 2021-05-13 | Grouting reinforcement test device and method for simulating shield underground butt joint |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113310849B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114017041A (en) * | 2021-09-26 | 2022-02-08 | 深圳市市政工程总公司 | Monitoring method for shield tail pressure balance |
| CN117825082A (en) * | 2023-12-18 | 2024-04-05 | 中交隧道工程局有限公司 | Large shield in-ground butt joint model test platform and test method |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103235110A (en) * | 2013-05-17 | 2013-08-07 | 上海隧道工程股份有限公司 | Freezing reinforcement simulation test method and freezing reinforcement simulation test device suitable for shield ground butt joint |
| JP2016017301A (en) * | 2014-07-07 | 2016-02-01 | 日本基礎技術株式会社 | Ground injection method |
| CN205677624U (en) * | 2016-06-27 | 2016-11-09 | 海南大学 | Shield docks semi-circular shape consolidation by freezing structure |
| CN106907164A (en) * | 2017-03-27 | 2017-06-30 | 中铁隧道勘测设计院有限公司 | A kind of water-bed combination of mine shield tunnel docking structure form and its construction method |
| CN206862601U (en) * | 2017-05-17 | 2018-01-09 | 华侨大学 | It is a kind of to simulate the experimental rig that water slip casting is moved under a variety of water environments |
| CN109975177A (en) * | 2019-04-30 | 2019-07-05 | 中南大学 | A kind of simulation test device and method of horizontal grouting mouth slip casting spreading morphology |
| CN110297076A (en) * | 2019-08-14 | 2019-10-01 | 中山大学 | A kind of three-dimensional visible osmotic grouting model test apparatus and method |
| CN110397443A (en) * | 2019-07-18 | 2019-11-01 | 重庆大学 | A kind of pilot system and method for slurry shield model test |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
| CN211877918U (en) * | 2020-01-17 | 2020-11-06 | 中铁四院集团西南勘察设计有限公司 | Test device for simulating shield tunnel grouting |
| CN111983197A (en) * | 2020-02-20 | 2020-11-24 | 中国人民解放军军事科学院国防工程研究院 | Fractured rock mass grouting simulation visualization test system and method considering stress effect |
| CN112324447A (en) * | 2020-12-05 | 2021-02-05 | 中铁工程装备集团有限公司 | Shield equipment capable of realizing underground butt joint and butt joint method |
-
2021
- 2021-05-13 CN CN202110523376.0A patent/CN113310849B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103235110A (en) * | 2013-05-17 | 2013-08-07 | 上海隧道工程股份有限公司 | Freezing reinforcement simulation test method and freezing reinforcement simulation test device suitable for shield ground butt joint |
| JP2016017301A (en) * | 2014-07-07 | 2016-02-01 | 日本基礎技術株式会社 | Ground injection method |
| CN205677624U (en) * | 2016-06-27 | 2016-11-09 | 海南大学 | Shield docks semi-circular shape consolidation by freezing structure |
| CN106907164A (en) * | 2017-03-27 | 2017-06-30 | 中铁隧道勘测设计院有限公司 | A kind of water-bed combination of mine shield tunnel docking structure form and its construction method |
| CN206862601U (en) * | 2017-05-17 | 2018-01-09 | 华侨大学 | It is a kind of to simulate the experimental rig that water slip casting is moved under a variety of water environments |
| CN109975177A (en) * | 2019-04-30 | 2019-07-05 | 中南大学 | A kind of simulation test device and method of horizontal grouting mouth slip casting spreading morphology |
| CN110397443A (en) * | 2019-07-18 | 2019-11-01 | 重庆大学 | A kind of pilot system and method for slurry shield model test |
| CN110297076A (en) * | 2019-08-14 | 2019-10-01 | 中山大学 | A kind of three-dimensional visible osmotic grouting model test apparatus and method |
| CN110566233A (en) * | 2019-09-20 | 2019-12-13 | 成龙建设集团有限公司 | method for duct piece wall post-grouting in shield tunnel construction of full-section hard rock stratum |
| CN211877918U (en) * | 2020-01-17 | 2020-11-06 | 中铁四院集团西南勘察设计有限公司 | Test device for simulating shield tunnel grouting |
| CN111983197A (en) * | 2020-02-20 | 2020-11-24 | 中国人民解放军军事科学院国防工程研究院 | Fractured rock mass grouting simulation visualization test system and method considering stress effect |
| CN112324447A (en) * | 2020-12-05 | 2021-02-05 | 中铁工程装备集团有限公司 | Shield equipment capable of realizing underground butt joint and butt joint method |
Non-Patent Citations (1)
| Title |
|---|
| 王国安: "盾构地中对接施工技术初探", 《隧道建设》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114017041A (en) * | 2021-09-26 | 2022-02-08 | 深圳市市政工程总公司 | Monitoring method for shield tail pressure balance |
| CN114017041B (en) * | 2021-09-26 | 2024-01-30 | 深圳市政集团有限公司 | Monitoring method for shield tail pressure balance |
| CN117825082A (en) * | 2023-12-18 | 2024-04-05 | 中交隧道工程局有限公司 | Large shield in-ground butt joint model test platform and test method |
| CN117825082B (en) * | 2023-12-18 | 2024-06-21 | 中交隧道工程局有限公司 | Large shield in-ground butt joint model test platform and test method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113310849B (en) | 2023-03-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111983197B (en) | Fracture rock mass grouting simulation visualization test system and test method considering stress effect | |
| CN103926383B (en) | Tunnel gushing water is dashed forward mud and Grouting three-dimensional model pilot system and test method thereof | |
| CN113310849B (en) | Grouting reinforcement test device and method for simulating shield underground butt joint | |
| CN106761785B (en) | A kind of subway tunnel shield originates construction technology | |
| CN111122337B (en) | Segment soil pressure model test device and method considering shield tail wall post-grouting influence | |
| CN203881738U (en) | Three-dimensional model test system for treating water bursting, mud bursting and grouting of tunnel | |
| CN113266376B (en) | Model test device for simulating shield near-grounding underground structure micro-disturbance construction | |
| CN103267835B (en) | Large-scale fluid-solid coupling model test bench being capable of prefabricating fault and test method | |
| CN108225934B (en) | Testing system for external pressure resistance of lining steel pipe of water delivery tunnel | |
| CN103485268B (en) | Informationalized intelligent grouting system for road | |
| CN109386293A (en) | The sealed reception construction method of large section rectangular top pipe | |
| CN108008118A (en) | Seabed tunnel dynamic response experimental rig under tide simulation load action | |
| CN113514232B (en) | Segment floating model test device and method for simulating shield tunnel construction process | |
| CN202672167U (en) | Steel sheet pile cofferdam structure | |
| CN207923610U (en) | A kind of test system of water-conveyance tunnel lined steel pipe critical external compressive resistance performance | |
| CN104196062A (en) | Continuous sounding pipe installation method and device for detecting concrete filling pile | |
| CN109668747B (en) | Mechanical method connection channel heading machine receiving model test platform and test method thereof | |
| CN216110731U (en) | Model test device for simulating shield approaching underground structure micro-disturbance construction | |
| CN203881737U (en) | Rack device for tunnel excavating and grouting model test | |
| CN105928794B (en) | Built-in soil pressure calculation system | |
| CN212228934U (en) | Deep tunnel and tunnel water inrush and mud inrush three-dimensional physical simulation test system | |
| CN115902151A (en) | Test device and method for simulating shield stratum loss and monitoring soil body displacement | |
| CN214062993U (en) | Shallow excavation tunnel excavation supporting system that buries | |
| CN202989929U (en) | Underwater concrete guide pipe bottom sealing device | |
| CN210636473U (en) | Indoor simulation test system for waterproof performance of underground continuous wall joint |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |