CN112285332B - Simulation test method for antifriction grouting of large-section rectangular jacking pipe - Google Patents
Simulation test method for antifriction grouting of large-section rectangular jacking pipe Download PDFInfo
- Publication number
- CN112285332B CN112285332B CN202011124617.6A CN202011124617A CN112285332B CN 112285332 B CN112285332 B CN 112285332B CN 202011124617 A CN202011124617 A CN 202011124617A CN 112285332 B CN112285332 B CN 112285332B
- Authority
- CN
- China
- Prior art keywords
- model
- soil
- pipe joint
- slurry
- rear pipe
- 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.)
- Active
Links
- 238000004088 simulation Methods 0.000 title claims abstract description 47
- 238000010998 test method Methods 0.000 title claims abstract description 36
- 239000002689 soil Substances 0.000 claims abstract description 181
- 239000002002 slurry Substances 0.000 claims abstract description 136
- 238000012360 testing method Methods 0.000 claims abstract description 80
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 38
- 238000010276 construction Methods 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims abstract description 23
- 238000006073 displacement reaction Methods 0.000 claims description 49
- 238000012544 monitoring process Methods 0.000 claims description 10
- 238000009792 diffusion process Methods 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 239000003086 colorant Substances 0.000 claims description 7
- 239000000049 pigment Substances 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 10
- CDBYLPFSWZWCQE-UHFFFAOYSA-L Sodium Carbonate Chemical compound [Na+].[Na+].[O-]C([O-])=O CDBYLPFSWZWCQE-UHFFFAOYSA-L 0.000 description 6
- 239000001768 carboxy methyl cellulose Substances 0.000 description 5
- 229920002134 Carboxymethyl cellulose Polymers 0.000 description 4
- 235000010948 carboxy methyl cellulose Nutrition 0.000 description 4
- 239000008112 carboxymethyl-cellulose Substances 0.000 description 4
- 229940105329 carboxymethylcellulose Drugs 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 230000005540 biological transmission Effects 0.000 description 3
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 description 3
- 229940080314 sodium bentonite Drugs 0.000 description 3
- 229910000280 sodium bentonite Inorganic materials 0.000 description 3
- 229910000029 sodium carbonate Inorganic materials 0.000 description 3
- 235000017550 sodium carbonate Nutrition 0.000 description 3
- DPXJVFZANSGRMM-UHFFFAOYSA-N acetic acid;2,3,4,5,6-pentahydroxyhexanal;sodium Chemical compound [Na].CC(O)=O.OCC(O)C(O)C(O)C(O)C=O DPXJVFZANSGRMM-UHFFFAOYSA-N 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000000977 initiatory effect Effects 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 description 1
- TZCXTZWJZNENPQ-UHFFFAOYSA-L barium sulfate Chemical compound [Ba+2].[O-]S([O-])(=O)=O TZCXTZWJZNENPQ-UHFFFAOYSA-L 0.000 description 1
- 229940092782 bentonite Drugs 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 229920003123 carboxymethyl cellulose sodium Polymers 0.000 description 1
- 229940063834 carboxymethylcellulose sodium Drugs 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000001035 drying Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000003475 lamination Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 229920002401 polyacrylamide Polymers 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004379 similarity theory Methods 0.000 description 1
- 235000019812 sodium carboxymethyl cellulose Nutrition 0.000 description 1
- 229920001027 sodium carboxymethylcellulose Polymers 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000009974 thixotropic effect Effects 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/38—Concrete; Lime; Mortar; Gypsum; Bricks; Ceramics; Glass
- G01N33/383—Concrete or cement
Landscapes
- Chemical & Material Sciences (AREA)
- Engineering & Computer Science (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Medicinal Chemistry (AREA)
- Food Science & Technology (AREA)
- Ceramic Engineering (AREA)
- Physics & Mathematics (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a simulation test method for antifriction grouting of a large-section rectangular jacking pipe, which comprises the following steps: preparing model soil and model slurry; placing the front pipe joint in a test soil box, filling model soil into the test soil box, and burying and fixing the front pipe joint by using the model soil; providing a rear pipe joint, wherein a muddy water filling ring is arranged in the rear pipe joint, and a grouting groove connected into a circle is formed on the muddy water filling ring along the periphery of the rear pipe joint; the end of the rear pipe joint is in butt joint with the end of the front pipe joint in the test soil box, and model slurry is injected to the outer side of the rear pipe joint through the muddy water filling ring in the process that the rear pipe joint is jacked into the test soil box, so that a simulation test of pipe jacking antifriction grouting is realized. According to the invention, the rear pipe joint is jacked into the test soil box to simulate actual pipe jacking construction, and the muddy water filling ring is utilized to improve the accuracy of the friction resistance between the model slurry and the pipe joint, which is measured by a simulation test, so that the practical guiding significance is provided for pipe jacking construction.
Description
Technical Field
The invention relates to the technical field of pipe jacking test methods, in particular to a simulation test method for antifriction grouting of a large-section rectangular pipe jacking.
Background
The pipe jacking construction is a non-excavation construction method which is increasingly developed and applied at present, and can pass through the existing highways, railways, riverways, underground pipelines, underground structures, cultural relics and the like without excavating a surface layer. The pipe jacking construction method avoids the excavation amount of urban road surfaces, reduces a large amount of earthwork, reduces the arrangement of removing, saves construction land, reduces the interference of surrounding environment, does not interrupt the ground traffic and logistics transportation activities and the like, and is widely applied to urban underground space development, underground railway track traffic construction, municipal tunnel engineering in recent years.
In the pipe jacking construction process, the jacking force of the rear oil cylinder is a critical parameter for pipe jacking construction, and is related to the resistance of a cutter disc and the friction resistance of the outer surface of the pipe jacking in the jacking process of the pipe jacking machine, model slurry is injected into the outer surface of the pipe jacking through reducing the friction resistance between the outer surface of the pipe jacking and a soil body, the friction resistance is reduced by using the model slurry, the proportion of the model slurry is usually determined through a pipe jacking simulation test, but in the existing simulation test, the model slurry is injected into the outer surface of the pipe joint through grouting holes uniformly distributed on the pipe joint, the model slurry directly impacts the soil body when being injected outwards from the grouting holes, and is not easy to uniformly spread to the outer surface of the pipe joint to form a slurry sleeve, so that the test result error is larger, and the reference value for actual construction is not high.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a simulation test method for antifriction grouting of a large-section rectangular jacking pipe, and solves the problems that grouting holes are arranged in the existing jacking pipe simulation test, grouting of a model slurry can impact soil, a slurry sleeve which is uniformly distributed is not easy to form, so that test result errors are larger, and the reference value for actual construction is low.
The technical scheme for achieving the purpose is as follows:
the invention provides a simulation test method for antifriction grouting of a large-section rectangular jacking pipe, which comprises the following steps:
preparing model soil and model slurry;
providing a test soil box and a front pipe joint, placing the front pipe joint in the test soil box, filling model soil into the test soil box, and burying the front pipe joint by using the model soil;
providing a rear pipe joint, wherein a muddy water filling ring is arranged in the rear pipe joint, and a grouting groove connected into a circle is formed in the muddy water filling ring along the periphery of the rear pipe joint;
abutting the end part of the rear pipe joint with the end part of the front pipe joint in the test soil box, arranging a pushing mechanism on one side of the rear pipe joint far away from the test soil box, and pushing the rear pipe joint by using the pushing mechanism so as to push the rear pipe joint into the test soil box; and
and in the process that the rear pipe joint is jacked into the test soil box, the model slurry is injected to the outer side of the rear pipe joint through the muddy water filling ring, so that a simulation test of pipe jacking antifriction grouting is realized.
According to the simulation test method, the rear pipe joint is pushed into the test soil box to simulate actual pipe jacking construction, the grouting grooves formed by the muddy water filling rings and connected into a circle can be used for realizing uniform injection of model slurry to the outer side of the rear pipe joint, compared with the grouting holes in the prior art, the grouting grooves can enable the model slurry to be synchronously injected to the outer side of the pipe joint at the same pressure, the problem that slurry is uneven due to the fact that single-point injection is easy to impact soil is avoided, the model slurry forms a uniform slurry sleeve on the outer side of the pipe joint, and further accuracy of friction resistance between the model slurry and the pipe joint measured in the simulation test is improved, and practical guiding significance is provided for pipe jacking construction.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that an annular cavity which is arranged along the annular direction of the rear pipe joint and a grouting channel which is arranged at the inner side of the rear pipe joint and is communicated with the annular cavity are also arranged in the rear pipe joint;
one end of the annular cavity is communicated with the grouting groove;
when the model slurry is injected, the grouting pipe is communicated with the slurry inlet channel, the model slurry is injected into the annular cavity through the slurry inlet channel, and the injected model slurry is injected from the grouting groove to the outer side of the rear pipe joint after filling the annular cavity.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that muddy water filling rings are arranged on the rear pipe joint at intervals;
each mud water filling ring is independently connected with a grouting pipe;
when model slurry is injected into the corresponding muddy water filling ring by utilizing each grouting pipe, pigment is added into the model slurry so that the model slurry injected by each grouting pipe has different colors, and thus the slurry diffusion condition at the corresponding muddy water filling ring is obtained according to the model slurry with different colors.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that the provided rear pipe joint is of a transparent structure;
and when the model slurry is injected, acquiring image information of the model slurry injected to the outer side of the rear pipe joint in the rear pipe joint so as to obtain a diffusion path of the model slurry.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which comprises the steps of carrying out layered compaction on the filled model soil when the model soil is filled into the test soil box, and placing a horizontal displacement sensor and a vertical displacement sensor on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using the horizontal displacement sensor;
detecting vertical displacement information of a corresponding model soil layer by using the vertical displacement sensor;
setting a plurality of rows of settlement monitoring points on the upper surface of the model soil, and setting a ground surface displacement sensor at the top of the test soil box corresponding to each settlement monitoring point;
detecting settlement displacement information of each settlement monitoring point by using the earth surface displacement sensor;
and calculating the three-dimensional change condition information of the model soil by utilizing the horizontal displacement information and the vertical displacement information of each model soil layer and the sedimentation displacement information of the upper surface of the model soil.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that a first soil pressure sensor is arranged on one side of the front pipe section, which is close to the rear pipe section;
and in the process of jacking the rear pipe joint, detecting the soil pressure of the model soil by using the first soil pressure sensor.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that a second soil pressure sensor is arranged on the periphery of the rear pipe joint;
and in the process of jacking the rear pipe joint, detecting the soil pressure of the model soil by using the second soil pressure sensor.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which comprises the steps of providing a force transducer, and connecting the rear pipe joint and the front pipe joint by using the force transducer;
and in the jacking process of the rear pipe joint, detecting the friction resistance born by the rear pipe joint by using the load cell.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that when model soil is configured, the similarity ratio of the model soil and prototype soil for actual construction of the jacking pipe is set;
calculating to obtain the parameter information of the model soil to be configured by using the set similarity ratio and the parameter information of the prototype soil;
and configuring and obtaining the model soil according to the obtained parameter information of the model soil.
The invention further improves the simulation test method of the large-section rectangular jacking pipe antifriction grouting, which is characterized in that when model slurry is configured, a plurality of groups of model slurry are configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for antifriction grouting of the rectangular jacking pipe.
Drawings
FIG. 1 is a flow chart of a simulation test method of antifriction grouting of a large-section rectangular jacking pipe.
FIG. 2 is a schematic structural diagram of a test device used in the simulation test method of the large-section rectangular jacking pipe antifriction grouting.
Fig. 3 is a schematic view showing a structure of the test device shown in fig. 2 in a pushed-in state.
FIG. 4 is a schematic view of the front tube section of the test device shown in FIG. 2.
FIG. 5 is a schematic view of the structure of the rear section of the test apparatus shown in FIG. 2.
FIG. 6 is a cross-sectional view of the junction of the rear and front tube sections of the test device shown in FIG. 2.
FIG. 7 is a cross-sectional view of the rear pipe section of the test apparatus shown in FIG. 2 at the mud water filling ring.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
Referring to fig. 1, the invention provides a simulation test method of antifriction grouting of a large-section rectangular jacking pipe, which is used for simulating the jacking pipe propelling process, and model slurry flowing conditions at each muddy water filling ring can be obtained by injecting model slurry with different colors into each muddy water filling ring, so as to obtain a diffusion path of the model slurry. The three-dimensional change condition of the model soil in the push pipe pushing process can be obtained through the arranged various sensors, and the layering displacement and the surface displacement condition of each layer of the model soil can be obtained. The simulation test method can provide effective guiding significance for actual construction. The simulation test method of the large-section rectangular jacking pipe antifriction grouting is described below with reference to the accompanying drawings.
Referring to fig. 1, a flow chart of a simulation test method of antifriction grouting for a large-section rectangular jacking pipe is shown. The simulation test method of the large-section rectangular jacking pipe antifriction grouting of the invention is described below with reference to FIG. 1.
As shown in FIG. 1, the simulation test method for antifriction grouting of the large-section rectangular jacking pipe comprises the following steps:
executing step S11, configuring model soil and model slurry; step S12 is then performed;
step S12 is executed, a test soil box and a front pipe joint are provided, the front pipe joint 22 is placed in the test soil box 21, model soil is filled in the test soil box, and the front pipe joint 22 is buried by the model soil; step S13 is then executed;
step S13 is performed, providing a rear pipe section, and referring to fig. 5 and 7, wherein a muddy water filling ring 241 is provided in the provided rear pipe section 24, and a grouting groove 2411 connected into a circle is formed along the periphery of the rear pipe section 24 by the muddy water filling ring 241; step S14 is then performed;
step S14 is executed, the end part of the rear pipe joint 24 is in butt joint with the end part of the front pipe joint 22 in the test soil box 21, a pushing mechanism 26 is arranged on one side, far away from the test soil box 21, of the rear pipe joint 24, and the rear pipe joint 24 is pushed by the pushing mechanism 26 to be pushed into the test soil box 21; step S15 is then executed;
step S15 is executed, in the process of jacking the rear pipe joint 24 into the test soil box 21, model slurry is injected to the outer side of the rear pipe joint 24 through the muddy water filling ring 241, so that a simulation test of pipe jacking antifriction grouting is realized.
According to the simulation test method, the pushing mechanism 26 is utilized to push the rear pipe joint 24 from the outer side of the test soil box 21 into the test soil box 21, so that actual pipe jacking construction is simulated, muddy water filling rings 241 are arranged on the rear pipe joint 24 at intervals, grouting grooves 2411 connected into a circle are formed on the periphery of the rear pipe joint 24, the grouting grooves 2411 can synchronously fill model slurry with the same pressure towards the outer side of the rear pipe joint 24, the model slurry can be uniformly coated on the periphery of the rear pipe joint 24, and a good antifriction effect is achieved. Compared with the single grouting mode of the grouting holes in the prior art, the method can avoid impact on soil, avoid disturbance on the soil and avoid concentration of slurry near the grouting holes.
In one embodiment of the present invention, as shown in fig. 7, an annular cavity 2412 disposed circumferentially along the rear pipe section 24 and a slurry inlet channel 2413 disposed inside the rear pipe section 24 and communicating with the annular cavity 2412 are further provided in the rear pipe section 24; one end of the annular cavity 2412 communicates with the grouting groove 2411; in injecting the model slurry, the grouting pipe 27 is communicated with the slurry inlet channel 2413, the model slurry is injected into the annular cavity 2412 through the slurry inlet channel 2413, and the injected model slurry is injected from the grouting groove 2411 to the outside of the rear pipe joint 24 after filling the annular cavity 2412.
Specifically, a slurry inlet channel 2413 is in communication with the bottom of the annular cavity 2412, the slurry inlet channel 2413 extending from the bottom of the annular cavity 2412 toward the inner surface of the rear pipe section 24, the slurry inlet channel 2413 being provided with a slurry inlet at the inner surface of the rear pipe section 24, and being connected to the slurry injection pipe 27 through the slurry inlet, and model slurry is injected into the slurry inlet channel 2413 by the slurry injection pipe 27. The grouting grooves 2411 are communicated with the end of the annular cavity 2412, the grouting grooves 2411 extend from the end of the annular cavity 2412 toward the outer surface of the rear pipe section 24, and the grouting grooves 2411 form annular grouting notches 2414 on the outer surface of the rear pipe section 24. Thus, when the mold slurry is injected, the mold slurry is injected into the slurry inlet channel 2413 through the slurry injection pipe 27, the mold slurry is injected into the annular cavity 2412 from the slurry inlet channel 2413, and when the annular cavity 2412 is filled with the mold slurry, the injected mold slurry is injected to the outer side of the rear pipe section 24 together through the slurry injection groove 2411 and the slurry injection slot 2414, and the mold slurry is spread in the rear pipe section 24 through the annular cavity 2412 to form a slurry jacket, and then stably enters the outer side of the rear pipe section 24, so that the mold slurry is more uniformly coated on the outer periphery of the rear pipe section 24.
Further, the grouting grooves 2411 are arranged in parallel with the end face of the rear pipe joint 24; the annular cavity 2412 is disposed in a direction perpendicular to the end face of the rear pipe section 24, i.e., the grouting grooves 2411 are connected perpendicularly to the annular groove 2412, so that the muddy water filling ring 241 is L-shaped.
In one embodiment of the present invention, as shown in fig. 5 and 7, a slurry filling ring 241 is provided on the rear pipe joint 24 at intervals; a grouting pipe 27 is connected to each muddy water filling ring 241 separately; when the model slurry is injected into the corresponding muddy water filling ring 241 by utilizing each grouting pipe 27, pigment is added into the model slurry so that the model slurry injected by each grouting pipe 27 has different colors, and thus the slurry diffusion condition at the corresponding muddy water filling ring is obtained according to the model slurry with different colors.
The injection of the model slurry into the corresponding muddy water filling ring 241 through the grouting pipe 27 connected individually can be controlled individually.
Further, the rear tube section 24 is provided as a transparent structure; when the model slurry is injected, image information of the outside of the rear pipe section 24 into which the model slurry is injected is acquired inside the rear pipe section to obtain a diffusion path of the model slurry.
Preferably, a camera is provided in the rear pipe section 24, through which the diffusion of the injected antifriction mud is captured through the transparent structure.
Still further, the front pipe section 22 and the rear pipe section 24 are made of acrylic material, and the front pipe section 22 and the rear pipe section 24 are transparent, have a perspective function, and can be observed from the outside of the pipe section. By means of a camera arranged inside the rear pipe section 24, the situation of the antifriction mud outside the rear pipe section 24 is photographed, the situation of the whole process of diffusion of antifriction mud can be obtained, and the flow characteristics of antifriction mud can be obtained by further analysis.
In one embodiment of the present invention, as shown in fig. 2 and 3, when model soil is filled into the test soil box 21, the filled model soil is compacted in layers, and a horizontal displacement sensor and a vertical displacement sensor are placed on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using a horizontal displacement sensor;
detecting vertical displacement information of a corresponding model soil layer by using a vertical displacement sensor;
setting a plurality of rows of settlement monitoring points on the upper surface of the model soil, and setting a ground surface displacement sensor 282 at the top of the test soil box 21 corresponding to each settlement monitoring point;
detecting settlement displacement information of each settlement monitoring point by using a surface displacement sensor 282;
and calculating the three-dimensional change condition information of the model soil by utilizing the horizontal displacement information and the vertical displacement information of each model soil layer and the sedimentation displacement information of the upper surface of the model soil.
And carrying out lamination on the model soil in real time, controlling compaction quality by using the compression percentage, and controlling the settlement of the model soil in the test soil box by using the displacement settlement percentage in the consolidation quick shear test.
Preferably, a measuring plate 283 is provided at a settlement monitoring point on the upper surface of the model soil, a mounting beam 214 is provided at the top of the test soil box 21, a ground surface displacement sensor 282 is mounted and fixed on the mounting beam 214 and is disposed opposite to the corresponding measuring plate 283, and the ground surface displacement sensor 282 is used to detect the distance information between the ground surface displacement sensor 282 and the measuring plate 283, thereby obtaining the surface displacement change of the model soil.
Further, the horizontal displacement sensor, the vertical displacement sensor and the ground surface displacement sensor 282 are all provided with a plurality of sensors and are uniformly arranged at intervals. The method can obtain the overall three-dimensional change data of the model soil coated outside the pipe joint, and draw the overall dynamic change of the model soil based on the obtained three-dimensional change data, so that the influence of pipe jacking construction on the soil body can be intuitively obtained.
Preferably, the vertical displacement sensor is an LVDT linear displacement sensor, and the horizontal displacement sensor is an MEMS fixed inclinometer.
In one embodiment of the present invention, as shown in FIG. 4, a first soil pressure sensor 284 is mounted on the side of the front pipe section 22 adjacent to the rear pipe section 24; during the jacking of the rear pipe joint 24, the soil pressure of the model soil is detected by the first soil pressure sensor 284.
The first soil pressure sensor 284 is disposed on the outer surface of the front pipe section 22 and is disposed at intervals along the outer periphery of the front pipe section 22, the first soil pressure sensor 284 is in contact with model soil, and when the front pipe section 22 moves forward in the model soil, the first soil pressure sensor 284 can detect soil pressure, so that in the process of jacking the rear pipe section 24, the soil pressure is detected in real time by using the first soil pressure sensor 284, and the change of the soil pressure is obtained.
In one embodiment of the present invention, as shown in fig. 5, a second soil pressure sensor 285 is installed at the outer circumference of the rear pipe joint 24; during the jacking of the rear pipe section 24, the soil pressure of the model soil is detected by the second soil pressure sensor 285.
The second soil pressure sensors 285 are arranged at intervals along the periphery of the rear pipe joint 24, and the second soil pressure sensors 285 are arranged on the outer surface of the rear pipe joint 24, so that when the rear pipe joint 24 is jacked into model soil, the second soil pressure sensors 285 can detect soil pressure at the rear pipe joint 24, and soil pressure change in the whole jacking process is obtained. When antifriction slurry is filled, the first soil pressure sensor and the second soil pressure sensor are utilized to detect the fluctuation condition of soil pressure in the slurry filling process.
In one embodiment of the present invention, as shown in fig. 2 and 6, a load cell 281 is provided, with the load cell 281 connecting the rear pipe section 24 and the front pipe section 22; during the jacking of the rear pipe joint 24, the frictional resistance received by the rear pipe joint 24 is detected by the load cell 281.
In the process of uniformly jacking the rear pipe joint 24 in the test soil box 21, the jacking force born by the rear pipe joint 24 is equal to the friction resistance of model soil on the rear pipe joint 24, namely the friction resistance born by the rear pipe joint 24 is detected by the load cell 281. Further, the mold slurry is injected to the outside of the rear pipe joint 24, and the mold slurry is wrapped around the outer periphery of the rear pipe joint 24, and the force detected by the load cell 281 is the frictional resistance between the mold slurry and the rear pipe joint 24.
The friction resistance between the rear pipe joint and the model soil or the model slurry can be accurately obtained through the arranged force sensor 281, so that a basis is provided for selecting the model slurry with what proportion, and reference data is also provided for the jacking force of pipe jacking construction.
Further, as shown in fig. 4 and 5, a first connection plate 221 is provided on the inner side of the front pipe joint 22, and the first connection plate 221 is provided near the pipe orifice of the front pipe joint 22; a second connection plate 242 is provided on the inner side of the rear pipe section 24, the second connection plate 242 being provided near the end of the rear pipe section 24, the second connection plate 242 being provided corresponding to the first connection plate 221, and as shown in fig. 6, a load cell 281 is installed between the first connection plate 221 and the second connection plate 242 and fixedly connected to the first connection plate and the second connection plate 242. Preferably, the first connecting plate 221 and the second connecting plate 242 are respectively provided with four connecting plates, which are respectively arranged at the corners of the pipe joint, and correspondingly, the force sensor 281 is also provided with four connecting plates. The rear pipe section 24 is connected with the front pipe section 22 through the force sensor 281, so that after the rear pipe section 24 receives the pushing force, the pushing force is transmitted to the front pipe section 22 through the force sensor 281, so that the rear pipe section 24 and the front pipe section 22 move forward together, the rear pipe section 24 enters the test soil box 21, the front end of the front pipe section 22 extends out of the hole 212 of the test soil box 21, and as the front pipe section 22 does not transmit the pushing force to other structures, when the rear pipe section 24 is pushed in at a uniform speed, the pushing force detected by the force sensor 281 is used for counteracting the friction resistance of the pipe section, namely, the friction resistance is equal to the pushing force. Preferably, the load cell 281 is an FC-TJ01 standard S-type measuring sensor of Shanghai invasive test technology Co.
As shown in fig. 2 and 3, an originating bracket 231 is provided at the rear side of the test soil box 21, the originating bracket 231 is used for supporting the rear pipe joint 24, a reclining frame 25 is provided at the rear of the originating bracket 231, and a plurality of support beams 251 are supported and connected between the reclining frame 25 and the test soil box 21. The back rest 25 is provided with a pushing mechanism 26, and the pushing mechanism 26 is preferably an electric cylinder, and pushing force is applied to the rear pipe joint 24 by the pushing mechanism 26. As shown in fig. 5, a force transmission frame 243 is provided at the rear end of the rear pipe joint 24, and the force transmission frame 243 is connected to a telescopic rod of an electric cylinder, and the electric cylinder extends forward to push the rear pipe joint 24 forward through the force transmission frame 243.
A receiving bracket 232 is provided at the front side of the test soil box 21 for supporting the test soil box 21 protruding from the front side of the test soil box 21. In order not to affect the frictional resistance detected by the load cell, a freely rotatable roller is provided on the top of the receiving bracket 232, and the front pipe section 22 is supported by the roller, so that the roller can reduce the frictional resistance with the front pipe section 22 by rotating when the front pipe section 22 moves forward. Similarly, a plurality of freely rotatable rollers are also provided on top of the initiation bracket 231, with the rear section 24 being supported by the rollers, the rear section 24 reduces frictional resistance with the rear section 24 by rolling of the rollers on the initiation bracket 231 as it moves forward.
The test soil box 21 is a square box body, a containing space 211 is formed in the square box body, the square box body is further provided with a top opening 213, and model soil is added from the top opening 213. The square box body is provided with holes 212 on opposite sides, the holes 212 on one side are used for ejection of the front pipe joint 22, and the holes 212 on the other side are used for ejection of the rear pipe joint 24.
In a specific embodiment of the invention, when model soil is configured, setting the similarity ratio of the model soil and prototype soil for actual construction of the jacking pipe;
calculating to obtain the parameter information of the model soil to be configured by using the set similarity ratio and the parameter information of the prototype soil;
and configuring and obtaining the model soil according to the obtained parameter information of the model soil.
Preferably, the geometric similarity ratio of 1:20 is determined according to actual conditions and constraint conditions, and specific parameter ratios of model soil and model slurry can be obtained according to a second theorem of similarity theory and a dimension analysis method, and a specific example is described below. The cohesion of the prototype soil was 11kpa based on a similarity ratio of 1:20, the cohesion of the model soil was calculated to be 0.55kpa. In the test, the model soil is prepared by selecting raw soil, bentonite, barite powder, double fly powder, washing powder, fine sand, water and other materials, and the model soil meeting the requirement of parameter adjustment is obtained by repeatedly adjusting the proportion of the materials.
When the model soil is configured, the water content of the undisturbed soil is measured, the water content of the undisturbed soil in the configured model soil is calculated and measured, and the amount of water required to be added when the model soil is configured is correspondingly reduced, so that the procedure of drying the undisturbed soil is omitted, and the configuration efficiency of the model soil can be accelerated.
In one embodiment of the present invention, multiple sets of model slurries are configured while the model slurries are being configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for antifriction grouting of the rectangular jacking pipe.
Specifically, three model slurries were prepared, the first model slurry containing sodium bentonite, CMC (carboxymethylcellulose), soda ash, and water. The second model slurry contains sodium bentonite, CMC (sodium carboxymethylcellulose), sodium carbonate, water and HS-3. The third model slurry contains sodium bentonite, CMC (carboxymethylcellulose sodium), sodium carbonate, water, HS-3 and polyacrylamide. Wherein HS-3 is selected from slurry materials special for high-performance jacking pipes, which are manufactured by Anji green building materials, inc. and have the model number of HS-3.
The test method will be described below by taking a specific simulation test example as an example.
In the test, the depth of the model soil above the front pipe joint 22 is designed according to the soil mass embedding of the actual construction. In this test, two burial depths were set, one of which was 7m to 0.35m and the other of which was 5m to 0.25m. The propulsion speed was set to be 0.5cm/min for one and 0.3cm/min for the other. The grouting amount was also set to two types, one of which was 10L/ring and the other of which was 15L/ring.
The three model slurries configured as described above were tested under the same burial depth, the same advancing speed and the same grouting amount, and the rear pipe joint was advanced at the set advancing speed to complete the 3/4 process, stopped for one day, and pushed again until the third day, so as to observe the thixotropic effect of the model slurry.
The method can also carry out contrast tests on various model slurries with different proportions, such as shallow burying test contrast and deep burying test contrast of the model slurries with different proportions, high-speed propulsion test contrast and slow propulsion test contrast of the model slurries with different proportions, and low grouting amount test contrast and high grouting amount test contrast of the model slurries with different proportions.
Through a large amount of test data, the optimal construction parameters and the optimal proportioning of model slurry can be obtained.
The present invention has been described in detail with reference to the embodiments of the drawings, and those skilled in the art can make various modifications to the invention based on the above description. Accordingly, certain details of the illustrated embodiments are not to be taken as limiting the invention, which is defined by the appended claims.
Claims (9)
1. A simulation test method for antifriction grouting of a large-section rectangular jacking pipe is characterized by comprising the following steps:
preparing model soil and model slurry;
providing a test soil box and a front pipe joint, placing the front pipe joint in the test soil box, filling model soil into the test soil box, and burying the front pipe joint by using the model soil;
providing a rear pipe joint, wherein a muddy water filling ring is arranged in the rear pipe joint, and a grouting groove connected into a circle is formed in the muddy water filling ring along the periphery of the rear pipe joint;
an annular cavity and a slurry inlet channel are also arranged in the provided rear pipe joint along the annular direction of the rear pipe joint, the slurry inlet channel is arranged on the inner side of the rear pipe joint and is communicated with the annular cavity, one end part of the annular cavity is communicated with the slurry inlet channel, when model slurry is injected, a slurry injection pipe is communicated with the slurry inlet channel, the model slurry is injected into the annular cavity through the slurry inlet channel, and the injected model slurry is injected from the slurry inlet channel to the outer side of the rear pipe joint after filling the annular cavity;
abutting the end part of the rear pipe joint with the end part of the front pipe joint in the test soil box, arranging a pushing mechanism on one side of the rear pipe joint far away from the test soil box, and pushing the rear pipe joint by using the pushing mechanism so as to push the rear pipe joint into the test soil box; and
and in the process that the rear pipe joint is jacked into the test soil box, the model slurry is injected to the outer side of the rear pipe joint through the muddy water filling ring, so that a simulation test of pipe jacking antifriction grouting is realized.
2. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 1, wherein muddy water filling rings are arranged on the rear pipe section at intervals;
each mud water filling ring is independently connected with a grouting pipe;
when model slurry is injected into the corresponding muddy water filling ring by utilizing each grouting pipe, pigment is added into the model slurry so that the model slurry injected by each grouting pipe has different colors, and thus the slurry diffusion condition at the corresponding muddy water filling ring is obtained according to the model slurry with different colors.
3. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 2, wherein the rear pipe joint is of a transparent structure;
and when the model slurry is injected, acquiring image information of the model slurry injected to the outer side of the rear pipe joint in the rear pipe joint so as to obtain a diffusion path of the model slurry.
4. The simulation test method of large-section rectangular jacking pipe antifriction grouting according to claim 1, characterized in that when the model soil is filled into the test soil box, the filled model soil is compacted in layers, and a horizontal displacement sensor and a vertical displacement sensor are placed on the surface of each model soil layer;
detecting horizontal displacement information of a corresponding model soil layer by using the horizontal displacement sensor;
detecting vertical displacement information of a corresponding model soil layer by using the vertical displacement sensor;
setting a plurality of rows of settlement monitoring points on the upper surface of the model soil, and setting a ground surface displacement sensor at the top of the test soil box corresponding to each settlement monitoring point;
detecting settlement displacement information of each settlement monitoring point by using the earth surface displacement sensor;
and calculating the three-dimensional change condition information of the model soil by utilizing the horizontal displacement information and the vertical displacement information of each model soil layer and the sedimentation displacement information of the upper surface of the model soil.
5. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 1, wherein a first soil pressure sensor is installed on one side of the front pipe section close to the rear pipe section;
and in the process of jacking the rear pipe joint, detecting the soil pressure of the model soil by using the first soil pressure sensor.
6. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 1, wherein a second soil pressure sensor is installed on the periphery of the rear pipe section;
and in the process of jacking the rear pipe joint, detecting the soil pressure of the model soil by using the second soil pressure sensor.
7. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 1, wherein a load cell is provided, and the rear pipe section and the front pipe section are connected by using the load cell;
and in the jacking process of the rear pipe joint, detecting the friction resistance born by the rear pipe joint by using the load cell.
8. The simulation test method for antifriction grouting of a large-section rectangular jacking pipe according to claim 1, wherein when model soil is configured, the similarity ratio of the model soil to prototype soil for actual construction of the jacking pipe is set;
calculating to obtain the parameter information of the model soil to be configured by using the set similarity ratio and the parameter information of the prototype soil;
and configuring and obtaining the model soil according to the obtained parameter information of the model soil.
9. The simulation test method for the antifriction grouting of the large-section rectangular jacking pipe according to claim 1, wherein when the model slurry is configured, a plurality of groups of model slurries are configured;
respectively carrying out simulation tests on the multiple groups of model slurries, and obtaining construction parameters corresponding to the multiple groups of model slurries;
and selecting the model slurry with the best construction parameters as the slurry for antifriction grouting of the rectangular jacking pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011124617.6A CN112285332B (en) | 2020-10-20 | 2020-10-20 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011124617.6A CN112285332B (en) | 2020-10-20 | 2020-10-20 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112285332A CN112285332A (en) | 2021-01-29 |
| CN112285332B true CN112285332B (en) | 2023-04-21 |
Family
ID=74424337
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011124617.6A Active CN112285332B (en) | 2020-10-20 | 2020-10-20 | Simulation test method for antifriction grouting of large-section rectangular jacking pipe |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112285332B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114279612B (en) * | 2022-03-08 | 2022-05-10 | 华东交通大学 | System and method for testing frictional resistance of jacking pipe |
Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008081990A (en) * | 2006-09-27 | 2008-04-10 | Kajima Corp | Shield tunnel construction method |
| CN101806092A (en) * | 2010-03-10 | 2010-08-18 | 沈阳市政集团有限公司 | Pipe jacking construction method capable of reducing friction resistance |
| CN101881173A (en) * | 2010-03-29 | 2010-11-10 | 上海盾构设计试验研究中心有限公司 | Synchronous grouting simulation test platform of shield tunneling machine |
| JP2013119753A (en) * | 2011-12-08 | 2013-06-17 | Kidoh Construction Co Ltd | Loaded soil movement prevention method |
| CN103206229A (en) * | 2013-04-23 | 2013-07-17 | 上海盾构设计试验研究中心有限公司 | Working well-free heading machine synchronous grouting simulation test platform |
| CN103835730A (en) * | 2014-03-10 | 2014-06-04 | 上海盾构设计试验研究中心有限公司 | Circular section synchronous rotary jet grouting device |
| CN103913289A (en) * | 2012-12-31 | 2014-07-09 | 同济大学 | Simulating system used for shield tunnel synchronous grouting test and test method thereof |
| CN104265326A (en) * | 2014-08-06 | 2015-01-07 | 上海隧道工程有限公司 | Method for controlling soil deformation in large rectangular pipe jacking |
| CN104897527A (en) * | 2015-06-11 | 2015-09-09 | 同济大学 | Visual quasi-rectangular shield synchronous grouting slurry diffusion mode research platform and application |
| CN104989423A (en) * | 2015-06-11 | 2015-10-21 | 同济大学 | Visual single-circle shield tunneling synchronous grouting slurry diffusion mode study platform and application of platform |
| CN105300721A (en) * | 2015-11-18 | 2016-02-03 | 上海隧道工程有限公司 | Anti-earth-bearing test device of quasi-rectangular shield heading machine and test method thereof |
| CN105628335A (en) * | 2015-12-29 | 2016-06-01 | 上海隧道工程有限公司 | Quasi-rectangular shield synchronous grouting test equipment |
| CN206114469U (en) * | 2016-10-20 | 2017-04-19 | 北京市公路桥梁建设集团锐诚工程试验检测有限公司 | That simulates different filler cracks moves water slip casting test device |
| CN109798130A (en) * | 2019-01-15 | 2019-05-24 | 广州大学 | A kind of Multifunctional shield synchronous grouting model test apparatus |
| CN111157269A (en) * | 2020-01-13 | 2020-05-15 | 武汉科技大学 | Pipe jacking model test device |
| CN111156010A (en) * | 2020-01-10 | 2020-05-15 | 中铁隧道局集团有限公司 | Construction method for shield of expansion soil layer to penetrate through existing train station house |
-
2020
- 2020-10-20 CN CN202011124617.6A patent/CN112285332B/en active Active
Patent Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008081990A (en) * | 2006-09-27 | 2008-04-10 | Kajima Corp | Shield tunnel construction method |
| CN101806092A (en) * | 2010-03-10 | 2010-08-18 | 沈阳市政集团有限公司 | Pipe jacking construction method capable of reducing friction resistance |
| CN101881173A (en) * | 2010-03-29 | 2010-11-10 | 上海盾构设计试验研究中心有限公司 | Synchronous grouting simulation test platform of shield tunneling machine |
| JP2013119753A (en) * | 2011-12-08 | 2013-06-17 | Kidoh Construction Co Ltd | Loaded soil movement prevention method |
| CN103913289A (en) * | 2012-12-31 | 2014-07-09 | 同济大学 | Simulating system used for shield tunnel synchronous grouting test and test method thereof |
| CN103206229A (en) * | 2013-04-23 | 2013-07-17 | 上海盾构设计试验研究中心有限公司 | Working well-free heading machine synchronous grouting simulation test platform |
| CN103835730A (en) * | 2014-03-10 | 2014-06-04 | 上海盾构设计试验研究中心有限公司 | Circular section synchronous rotary jet grouting device |
| CN104265326A (en) * | 2014-08-06 | 2015-01-07 | 上海隧道工程有限公司 | Method for controlling soil deformation in large rectangular pipe jacking |
| CN104897527A (en) * | 2015-06-11 | 2015-09-09 | 同济大学 | Visual quasi-rectangular shield synchronous grouting slurry diffusion mode research platform and application |
| CN104989423A (en) * | 2015-06-11 | 2015-10-21 | 同济大学 | Visual single-circle shield tunneling synchronous grouting slurry diffusion mode study platform and application of platform |
| CN105300721A (en) * | 2015-11-18 | 2016-02-03 | 上海隧道工程有限公司 | Anti-earth-bearing test device of quasi-rectangular shield heading machine and test method thereof |
| CN105628335A (en) * | 2015-12-29 | 2016-06-01 | 上海隧道工程有限公司 | Quasi-rectangular shield synchronous grouting test equipment |
| CN206114469U (en) * | 2016-10-20 | 2017-04-19 | 北京市公路桥梁建设集团锐诚工程试验检测有限公司 | That simulates different filler cracks moves water slip casting test device |
| CN109798130A (en) * | 2019-01-15 | 2019-05-24 | 广州大学 | A kind of Multifunctional shield synchronous grouting model test apparatus |
| CN111156010A (en) * | 2020-01-10 | 2020-05-15 | 中铁隧道局集团有限公司 | Construction method for shield of expansion soil layer to penetrate through existing train station house |
| CN111157269A (en) * | 2020-01-13 | 2020-05-15 | 武汉科技大学 | Pipe jacking model test device |
Non-Patent Citations (3)
| Title |
|---|
| A large-scale synchronous grouting test for a quasi-rectangular shield tunnel:Observation, analysis and interpretation;Tianchi Zhao;《Tunnelling and Underground Space Technology》;20190629;第91卷;第1-18页 * |
| 大断面矩形顶管同步注浆可视化试验;甄亮 等;《现代隧道技术》;20211130;第58卷(第 增刊1 期);第387-393页 * |
| 类矩形盾构同步注浆可视化试验技术与分析;丁文其 等;《现代隧道技术》;20160430;第53卷(第 增刊1 期);第226-231页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112285332A (en) | 2021-01-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112147313B (en) | Simulation test device for antifriction grouting of large-section rectangular jacking pipe | |
| US12037907B2 (en) | Hypergravity model test device and method for simulating progressive failure of shield tunnel face | |
| CN202247833U (en) | Device for measuring and monitoring underground water pressure | |
| CN102168950B (en) | Method of using distributed optical fibers for advanced monitoring of tunnel surrounding rock deformation | |
| CN202578708U (en) | Effectiveness evaluation simulation device for shield tunnel synchronous grouting in soft foundation dynamic water stratum | |
| CN102352620A (en) | Method and device for measuring and monitoring groundwater pressure | |
| CN103852574B (en) | A kind of shield tunnel back of the body fills in analogue means and the using method thereof of slurry experiment | |
| CN104897520A (en) | Bicircle shield soil chamber residue soil flow characteristic visual observational experiment system and method | |
| CN103266638A (en) | Detection method of leakage site position of underground concrete continuous wall | |
| CN103438820A (en) | Borehole profile rock and soil mass layered deformation optical fiber measuring method | |
| Talmon et al. | Simulating the consolidation of TBM grout at Noordplaspolder | |
| CN105386474B (en) | Method for determining influences of leakage of waterproof curtain above foundation pit excavation face on surrounding environment | |
| CN110441159A (en) | The simulation test device and method of borehole wall bearer properties under hydraulic coupling action | |
| CN109781773A (en) | A kind of frost heave device and its detection method being layered telescopic detection soil | |
| CN107179391B (en) | A kind of experimental rig burying under-traverse tunnel shallow layer grouting for an ultra shallow | |
| CN112285332B (en) | Simulation test method for antifriction grouting of large-section rectangular jacking pipe | |
| CN109798130A (en) | A kind of Multifunctional shield synchronous grouting model test apparatus | |
| CN103487569A (en) | Thick loose rock-soil layer bottom water injection sedimentation deformation analog device and method | |
| CN103643935B (en) | Underground water seal oil storage cave depot identification of formation and water curtain hole optimization device and method | |
| CN209821195U (en) | Visual shield tunnel construction slip casting effect detection test device | |
| CN117890563B (en) | Rectangular jacking pipe thixotropic slurry drag reduction and fluid loss performance test system and method | |
| CN105257318B (en) | A kind of lining cutting localized seepage causes the method for security protection that tunnel structure is deformed | |
| CN104297796A (en) | Short-refraction investigation method for undulating surface of terrain high-variability area in ultra-thick loess highland | |
| CN104296804A (en) | Monitoring and early warning method for buckling failure precursor information of filling body | |
| CN213689630U (en) | Simulation test device for antifriction grouting of large-section rectangular jacking pipe |
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 |