CN112282775B - Shield tunnel synchronous grouting model test system and method thereof - Google Patents
Shield tunnel synchronous grouting model test system and method thereof Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 78
- 230000001360 synchronised effect Effects 0.000 title claims abstract description 32
- 238000000034 method Methods 0.000 title abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 32
- 238000010276 construction Methods 0.000 claims abstract description 28
- 238000004088 simulation Methods 0.000 claims abstract description 24
- 238000006073 displacement reaction Methods 0.000 claims abstract description 19
- 238000001514 detection method Methods 0.000 claims abstract description 16
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 230000003068 static effect Effects 0.000 claims abstract description 11
- 238000006243 chemical reaction Methods 0.000 claims abstract description 9
- 230000000149 penetrating effect Effects 0.000 claims abstract description 7
- 238000007569 slipcasting Methods 0.000 claims description 13
- 230000035515 penetration Effects 0.000 claims description 7
- 239000011440 grout Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 238000005056 compaction Methods 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 3
- 238000012216 screening Methods 0.000 claims description 3
- 229910001220 stainless steel Inorganic materials 0.000 claims description 3
- 239000010935 stainless steel Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 2
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 2
- 241001330002 Bambuseae Species 0.000 claims description 2
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 2
- 239000011425 bamboo Substances 0.000 claims description 2
- VVQNEPGJFQJSBK-UHFFFAOYSA-N Methyl methacrylate Chemical compound COC(=O)C(C)=C VVQNEPGJFQJSBK-UHFFFAOYSA-N 0.000 claims 1
- 229920005372 Plexiglas® Polymers 0.000 claims 1
- 238000009412 basement excavation Methods 0.000 abstract description 3
- 238000009792 diffusion process Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000007613 environmental effect Effects 0.000 description 3
- 239000011521 glass Substances 0.000 description 3
- 238000004364 calculation method Methods 0.000 description 2
- 238000012512 characterization method Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 201000004569 Blindness Diseases 0.000 description 1
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- 230000002411 adverse Effects 0.000 description 1
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- 238000010586 diagram Methods 0.000 description 1
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- 238000007789 sealing Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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- G—PHYSICS
- G09—EDUCATION; CRYPTOGRAPHY; DISPLAY; ADVERTISING; SEALS
- G09B—EDUCATIONAL OR DEMONSTRATION APPLIANCES; APPLIANCES FOR TEACHING, OR COMMUNICATING WITH, THE BLIND, DEAF OR MUTE; MODELS; PLANETARIA; GLOBES; MAPS; DIAGRAMS
- G09B25/00—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes
- G09B25/04—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes of buildings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Business, Economics & Management (AREA)
- Physics & Mathematics (AREA)
- Educational Administration (AREA)
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Abstract
The invention discloses a shield tunnel synchronous grouting model test system and a method, which comprises the following steps: the test box, the data acquisition system connected to the top surface of the test box, the construction simulation system penetrating through the test box, the grouting system communicated with the construction simulation system and the propulsion system used for propelling the construction simulation system. Gravel soil is placed in the test box; the propulsion system comprises a hydraulic jack and a reaction frame fixedly connected with one end of the hydraulic jack, and the reaction frame is fixed on the bottom surface; the construction simulation system comprises a first long pipeline in a pre-buried test box and a second short pipeline sleeved with the first long pipeline; the data acquisition system comprises a static strain gauge, and a displacement detection sensor and a miniature pressure sensor which are connected with the static strain gauge. According to the invention, any soft soil stratum condition, tunnel geometric dimension, construction excavation process and synchronous grouting parameter are effectively simulated, and flowing and permeation of slurry are effectively observed.
Description
Technical Field
The invention relates to the technical field of synchronous grouting, in particular to a shield tunnel synchronous grouting model test system and a method thereof.
Background
In the shield construction process, when the pipe ring is installed and the shield tail moves forward, an annular gap of 30-50 mm is inevitably formed between the soil body and the tunnel structure, and the loss rate of the soil body of the surrounding stratum is increased, so that the disturbance displacement of the soil body and the adverse effect of the environment are caused. Therefore, a synchronous grouting method is needed in construction, the annular space at the tail of the shield is effectively filled, the structural stability of the shield tunnel is improved, and the environmental disturbance influence of construction is reduced. The synchronous grouting has the following problems: i) The influence of stratum characteristics, engineering geology and hydrogeology is complex; ii) the concealment of slurry filling and the uncertainty of grouting effect, so that great blindness and limitation exist in grouting design and construction; iii) The relevance and sensitivity of the form of the synchronous grouting slurry to the environment are not scientifically and accurately evaluated, and the grouting effect and the environmental influence in the construction process are difficult to quantitatively evaluate by a theoretical (or numerical calculation) method.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a shield tunnel synchronous grouting model test system and a method thereof, which can effectively simulate any soft soil stratum condition, multiple dimensions of a tunnel, a construction excavation process and synchronous grouting parameters and effectively observe the flowing and the permeation of slurry. To achieve the above objects and other advantages in accordance with the present invention, there is provided a shield tunnel simultaneous grouting model test system, comprising:
the test box comprises a test box, a data acquisition system connected to the top surface of the test box, a construction simulation system penetrating through the test box, a grouting system communicated with the construction simulation system and a propulsion system used for propelling the construction simulation system, wherein gravel soil is placed in the test box;
the propulsion system comprises a hydraulic jack and a reaction frame fixedly connected with one end of the hydraulic jack, and the reaction frame is fixed on the bottom surface;
the construction simulation system comprises a first long pipeline in an embedded test box and a second short pipeline sleeved with the first long pipeline, and one end face of the second short pipeline is in contact with the hydraulic jack;
the data acquisition system comprises a static strain gauge, and a displacement detection sensor and a miniature pressure sensor which are connected with the static strain gauge, wherein the static strain gauge is in signal connection with a computer, a plurality of displacement detection sensors are arranged along the vertical direction of the test box, and a plurality of miniature pressure sensors are uniformly distributed along one circle of the periphery of the first long pipeline to form an array type pressure detection sensing system;
the grouting system comprises a pressure pump, a grouting cylinder and a grouting pipeline, wherein the grouting cylinder and the grouting pipeline are connected with the pressure pump, the grouting pipeline comprises a main pipeline and branch pipelines communicated with the main pipeline, and the branch pipelines are connected to the first long pipeline.
Preferably, the test chamber is organic glass with the thickness of 15 mm.
Preferably, the diameter of the first long pipe is a first diameter value, the diameter of the second short pipe is a second diameter value, the first diameter value is larger than the second diameter value, and when the second short pipe is inserted into the first long pipe, a pipe ring is formed between the outer surface of the second short pipe and the inner surface of the first long pipe.
Preferably, the experimental method of the shield tunnel synchronous grouting model test system comprises the following steps:
s1, formulating a synchronous grouting model test scheme, determining similar models and parameters, types of grout and grouting parameters, and purchasing instruments and materials according to the formulated test model;
s2, constructing a test system, wherein the test system comprises a stratum simulation system, a propulsion system, a grouting system and a data acquisition system and acquires related data;
s3, measuring parameters, wherein the parameters comprise model end hook positions, grouting amount of a grouting pressure gauge, surface vertical displacement and slurry penetration distance;
and S4, finally analyzing the test result.
Preferably, the step S2 further includes the steps of:
s21, arranging a test box, adding gravel soil into the test box, screening the gravel soil, and then adding the gravel soil into the box body, so that the soil samples in the box are uniformly distributed, wherein after each layer of soil is added, compaction is carried out to facilitate consolidation, and after a second layer of soil is added, the first long pipeline 32 penetrating through the whole box body is inserted into the box body, and water is injected and stands for 48 hours to saturate the first long pipeline;
s22, arranging n displacement detection sensors at equal intervals on the section away from the center of the box body, arranging a force measuring system at the grouting system to measure the pressure of grouting, and converting signals of the displacement detection sensors and then accessing the signals into a computer;
s23, installing a miniature pressure sensor on the first long pipeline, arranging a grouting system, filling prepared grout into a grouting barrel, and connecting the pipelines;
s24, connecting the pipe piece of the second short pipeline with the grouting hole to the first long pipeline in a surrounding mode through a stainless steel sleeve, connecting the hydraulic jack to the rear side of the second short pipeline, arranging the hydraulic jack, starting the jack to push the second short pipeline, simultaneously starting a piston in a grouting barrel to push, performing synchronous grouting, starting a data acquisition system, and starting to acquire data according to a set acquisition frequency until the test is completed;
and S25, after the pipe of the first short pipe is pushed, connecting the second short pipe without the grouting hole, pushing in the same steps, synchronously grouting, and repeating the steps after pushing in.
Compared with the prior art, the invention has the beneficial effects that:
1) And through the similarity of physical parameters of the remolded soil, the engineering geology and hydrogeology conditions of the engineering field are simulated in a targeted manner.
2) The similar simulation of the shield construction process is realized through the change of the embedded components and the relative positions of the embedded components in the simulated stratum.
3) Through the representative slip casting simulation system, synchronous slip casting construction parameters (slurry similarity ratio, slip casting hole positions, slip casting amount and pressure thereof) are simulated, and through synchronous slip casting, the annular gap at the tail of the shield is effectively filled in time, thereby preventing and controlling formation deformation, improving tunnel impermeability, ensuring segment lining early stability and reducing tunnel ellipticity, further improving the structural stability of the shield tunnel and reducing the environmental disturbance influence of construction.
4) The experimental determination and evaluation of the vertical displacement of the earth surface, the filling state of the annular gap and the penetration distance of the slurry are realized by combining a resistance strain type displacement sensing system and an array type micro pressure sensing system with a penetration diffusion theoretical model.
5) By adopting the test system and the method, any soft soil stratum condition, tunnel geometric dimension, construction excavation process and synchronous grouting parameter can be effectively simulated, the earth surface displacement of the test model and the back pressure of the pipe ring wall are obtained in real time, and the actual technical index value of the project is obtained through similar conversion. And (3) fusing a theoretical model of slurry permeation diffusion to predict the actual engineering synchronous grouting slurry permeation distance and spatial distribution thereof.
Drawings
FIG. 1 is a schematic diagram of a synchronous grouting model test system for a shield tunnel and a method thereof according to the present invention;
FIG. 2 is a simulation of shield tail space of a shield tunnel simultaneous grouting model test system and method thereof according to the present invention;
FIG. 3 is a deformation and volume diffusion composite overlay model of a shield tunnel synchronous grouting model test system and method thereof according to the present invention;
fig. 4 is a simulation grouting test implementation flow of the shield tunnel synchronous grouting model test system and method thereof according to the present invention.
In the figure: 10. a first connecting pipe; 20. a steel pipe; 30. a first seal assembly; 40. a second seal assembly; 41. an air pump; 42. a first gas-filled tube; 43. a second gas-filled tube; 45. fixing the rod; 46. an end plate; 47. a baffle plate; 48. and (5) sealing rings.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1 to 4, a shield tunnel synchronous grouting model test system includes: the test box comprises a test box 10, a data acquisition system 20 connected to the top surface of the test box 10, a construction simulation system 30 penetrating through the test box 10, a grouting system 40 communicated with the construction simulation system 30 and a propulsion system 50 used for propelling the construction simulation system 30, wherein gravel soil is placed in the test box 10;
the propulsion system 50 comprises a hydraulic jack and a reaction frame fixedly connected with one end of the hydraulic jack, and the reaction frame is fixed on the bottom surface;
the construction simulation system 30 comprises a first long pipeline 32 in the embedded test box 10 and a second short pipeline 31 sleeved with the first long pipeline 32, and one end face of the second short pipeline 31 is in contact with the hydraulic jack;
the data acquisition system 20 comprises a static strain gauge, and a displacement detection sensor and a miniature pressure sensor which are connected with the static strain gauge, wherein the static strain gauge is in signal connection with a computer, a plurality of position detection sensors are arranged along the vertical direction of the test box 10, and a plurality of miniature pressure sensors are uniformly distributed along one circle of the periphery of the first long pipeline 32 to form an array type pressure detection sensing system;
Further, the test chamber 10 is made of organic glass with a thickness of 15mm, and the movement, filling and distribution states of the slurry in the test chamber 10 can be observed through the transparency of the glass.
Further, the diameter of the first long pipe 32 is a first diameter value, the diameter of the second short pipe 31 is a second diameter value, the first diameter value is larger than the second diameter value, when the second short pipe 31 is inserted into the first long pipe 32, a pipe ring is formed between the outer surface of the second short pipe 31 and the inner surface of the first long pipe 32, and the pipe ring is used for simulating an annular gap after the shield tail is removed in site construction.
An experimental method of a shield tunnel synchronous grouting model test system comprises the following steps:
s1, formulating a synchronous grouting model test scheme, determining similar models and parameters, types of grout and grouting parameters, and purchasing instruments and materials according to the formulated test model;
s2, constructing a test system, wherein the test system comprises a stratum simulation system, a propulsion system 50, a grouting system 40 and a data acquisition system 20 and is used for acquiring related data;
s3, measuring parameters, wherein the parameters comprise the end hook position of the model, the grouting amount of a grouting pressure gauge, the vertical displacement of the earth surface and the penetration distance of slurry;
and S4, finally analyzing the test result.
Further, the step S2 further includes the following steps:
s21, arranging the test box 10, adding gravel soil into the test box 10, screening the gravel soil, and then adding the gravel soil into the box body, so that the soil samples in the box are uniformly distributed, wherein after each layer of soil is added, compaction is carried out to facilitate consolidation, after the second layer of soil is added, the first long pipeline 32 penetrating through the whole box body is inserted into the box body, and water is injected and stands for 48 hours to saturate the first long pipeline;
s22, arranging n displacement detection sensors at equal intervals on the central section of the box body, arranging a force measuring system at the grouting system 40 to measure the pressure of grouting, and converting signals of the displacement detection sensors and then accessing the signals into a computer;
s23, installing a miniature pressure sensor on the first long pipeline 32, arranging a grouting system 40, filling prepared grout into a grouting barrel, and connecting the pipelines;
s24, connecting a pipe piece of the second short pipeline 31 with a grouting hole to the first long pipeline 32 in a surrounding mode through a stainless steel sleeve, connecting the hydraulic jack to the rear side of the second short pipeline 31, arranging the hydraulic jack, starting the jack to push the second short pipeline 31, simultaneously starting a piston in a grouting barrel to push, performing synchronous grouting, starting the data acquisition system 20 at the moment, and starting to acquire data according to a set acquisition frequency until the test is completed;
and S25, after the pipe of the first second short pipeline 31 is pushed, connecting the second short pipeline 31 without a grouting hole, pushing in the same steps, synchronously grouting, and repeating the steps after pushing is finished.
Specifically, the conceptual design of the analog simulation system comprises:
1. model similarity design
The similarity constant is the ratio of the same physical quantities between the prototype and the model. The basic similar parameters involved in the model test are:
(1) geometric similarity constant
C l ＝l p /l m (1)
(2) Density similarity constant of material (soil, underground continuous wall, shield segment, etc.)
C ρ ＝ρ p /ρ m (2)
(3) Elastic modulus similar constant of material (soil, underground continuous wall, shield segment and the like)
C E ＝E p /E m (3)
(4) Poisson's ratio similarity constant of material
C v ＝v p /v m (4)
In the formula: c represents a constant, p represents a prototype, and m represents a model.
2. Filling state and penetration distance calculation
Assuming that the mutual influence of all parts of the model can be ignored, the characterization unit body grouting volume increment can be expressed as an expression (5) according to the superposition principle.
ΔU＝ΔU rel +ΔU grou +ΔU ss (5)
In the formula
ΔU ss ＝η ss S avg (equivalent diffusion distance). Formula (5) may be expressed as:
characterization unit body grouting increment of
In the formula, ac represents the cross-sectional area of the unit body, ss represents the porosity of the soil body, and Savg represents the average penetration distance of grouting slurry.
ΔU ss ＝η ss S avg To simulate the distance of diffusion of the slurry.
The number of devices and the scale of the processes described herein are intended to simplify the description of the invention, and applications, modifications and variations of the invention will be apparent to those skilled in the art. While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (5)
1. The utility model provides a shield tunnel synchronous slip casting model test system which characterized in that includes:
the test box comprises a test box (10), a data acquisition system (20) connected to the top surface of the test box (10), a construction simulation system (30) penetrating through the test box (10), a grouting system (40) communicated with the construction simulation system (30) and a propulsion system (50) used for propelling the construction simulation system (30), wherein gravel soil is placed in the test box (10);
the propulsion system (50) comprises a hydraulic jack and a reaction frame fixedly connected with one end of the hydraulic jack, and the reaction frame is fixed on the bottom surface;
the construction simulation system (30) comprises a first long pipeline (32) in the embedded test box (10) and a second short pipeline (31) sleeved with the first long pipeline (32), and one end face of the second short pipeline (31) is in contact with the hydraulic jack;
the data acquisition system (20) comprises a static strain gauge, and a displacement detection sensor and a miniature pressure sensor which are connected with the static strain gauge, wherein the static strain gauge is in signal connection with a computer, a plurality of displacement detection sensors are arranged in the vertical direction of the test box (10), and a plurality of miniature pressure sensors are uniformly distributed along one circle of the periphery of the first long pipeline 32 to form an array type pressure detection sensing system;
slip casting system (40) include the force pump, with a slip casting section of thick bamboo and slip casting pipeline that the force pump is connected, the slip casting pipeline include the trunk line and the branch pipeline of trunk line intercommunication, divide the pipe connection in first long pipeline (32).
2. The shield tunnel synchronous grouting model test system as claimed in claim 1, wherein the test box (10) is plexiglass with a thickness of 15 mm.
3. The synchronous grouting model test system for the shield tunnel according to claim 1, wherein the diameter of the first long pipe (32) has a first diameter value, the diameter of the second short pipe (31) has a second diameter value, the first diameter value is greater than the second diameter value, and when the second short pipe (31) is inserted into the first long pipe (32), a pipe ring is formed between the outer surface of the second short pipe (31) and the inner surface of the first long pipe (32).
4. The testing method of the shield tunnel synchronous grouting model testing system according to claim 1, characterized by comprising the following steps:
s1, formulating a synchronous grouting model test scheme, determining similar models and parameters, types of grout and grouting parameters, and purchasing instruments and materials according to the formulated test model;
s2, constructing a test system, wherein the test system comprises a stratum simulation system, a propulsion system (50), a grouting system (40) and a data acquisition system (20) and acquires related data;
s3, measuring parameters, wherein the parameters comprise model end hook positions, grouting amount of a grouting pressure gauge, surface vertical displacement and slurry penetration distance;
and S4, analyzing the test result.
5. The testing method of the shield tunnel synchronous grouting model testing system according to claim 4, wherein the step S2 further comprises the following steps:
s21, arranging a test box (10), adding gravel soil into the test box (10), screening the gravel soil, and then adding the gravel soil into the box body, so that the soil samples in the box are uniformly distributed, wherein after each layer of soil is added, compaction is carried out to facilitate consolidation, after a second layer of soil is added, a first long pipeline (32) penetrating through the whole box body is inserted into the box body, and water is injected and stands for 48 hours to saturate the first long pipeline;
s22, arranging n displacement detection sensors at equal intervals on the central section of the box body, arranging a force measuring system at the grouting system (40) to measure the pressure of grouting, and converting signals of the displacement detection sensors and then accessing the signals into a computer;
s23, installing a miniature pressure sensor on the first long pipeline (32), arranging a grouting system (40), filling prepared grout into a grouting barrel, and connecting the pipelines;
s24, a pipe piece of the second short pipeline (31) with a grouting hole is connected to the first long pipeline (32) in a ring mode through a stainless steel sleeve, the hydraulic jack is connected to the rear side of the second short pipeline (31) and arranged, the jack is started to push the second short pipeline (31), meanwhile, a piston in a grouting barrel starts to push, synchronous grouting is conducted, at the moment, a data acquisition system (20) is started, data acquisition is started according to a set acquisition frequency, and until a test is completed;
s25, after the pipe of the first second short pipeline (31) is pushed, the second short pipeline (31) without a grouting hole is connected, the pushing is carried out in the same way as the above steps, grouting is carried out synchronously, and the steps are repeated after the pushing is finished.
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| CN106226497B (en) * | 2016-08-17 | 2020-05-22 | 上海交通大学 | Test device and method for simulating influence of shield tunnel synchronous grouting on stratum settlement |
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