CN110821499A - Testing device and testing method for inducing multilayer stratum deformation by shield tunnel excavation - Google Patents
Testing device and testing method for inducing multilayer stratum deformation by shield tunnel excavation Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 35
- 238000009412 basement excavation Methods 0.000 title claims abstract description 30
- 230000001939 inductive effect Effects 0.000 title claims abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 50
- 230000007246 mechanism Effects 0.000 claims abstract description 35
- 239000004927 clay Substances 0.000 claims abstract description 26
- 238000012544 monitoring process Methods 0.000 claims abstract description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 21
- 239000011521 glass Substances 0.000 claims abstract description 18
- 238000005086 pumping Methods 0.000 claims abstract description 8
- 239000004576 sand Substances 0.000 claims abstract description 5
- 238000000034 method Methods 0.000 claims description 16
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 claims description 6
- 229910052782 aluminium Inorganic materials 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 235000013871 bee wax Nutrition 0.000 claims description 5
- 239000012166 beeswax Substances 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 3
- 239000005341 toughened glass Substances 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims 9
- 238000010998 test method Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 6
- 238000002474 experimental method Methods 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004836 empirical method Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000037237 body shape Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000012806 monitoring device Methods 0.000 description 1
- 238000004181 pedogenesis Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 230000000192 social effect Effects 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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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
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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
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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)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Business, Economics & Management (AREA)
- Physics & Mathematics (AREA)
- Educational Administration (AREA)
- Educational Technology (AREA)
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- Theoretical Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a testing device and a testing method for inducing multilayer stratum deformation by shield tunnel excavation, wherein the testing device comprises a centrifugal mechanism and a model mechanism, and the centrifugal mechanism is connected with the model mechanism; the model mechanism comprises a model box body and a tunnel model, and the tunnel model is placed in the model box body; the test method comprises the following steps: s1, placing a tunnel model on a supporting plate of the model box body, and filling water into the tunnel model; s2, placing lower sand soil, middle silt soil and upper clay in the model box body, and adding water; s3, solidifying the upper clay in the model box body through a centrifugal mechanism; s4, mounting a camera on the observation hole; arranging infrared monitoring equipment outside the organic glass plate; s5, pumping out water in the tunnel model through the tapered holes; s6, collecting monitoring data of the camera and the infrared monitoring equipment to obtain a test result of the clay-silt-sandy soil stratum settlement deformation induced by the shield tunnel excavation.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a testing device and a testing method for multi-layer stratum deformation induced by shield tunnel excavation.
Background
Since the development of reform, with the rapid development of national economy, the urbanization process of China is continuously accelerated, and the construction of urban tunnels and underground engineering is rapidly developed [1 ]. Because the urban shallow tunnel is located in a human activity dense area, an excavation path often penetrates through a fourth soil layer, and the excavation construction of the urban shallow tunnel often brings very adverse effects to existing buildings on the earth surface, railway surfaces, underground pipelines and the like, so that serious economic loss and severe social effects are caused. In order to qualitatively and quantitatively evaluate the influence of the soil body settlement deformation caused by tunnel excavation construction on surface buildings, railway surfaces and underground pipelines, the shape and size of a soil body settling tank after the tunnel excavation construction and the stratum range related to obvious displacement must be known. Four methods are generally used for predicting the post-construction settlement deformation caused by tunnel excavation: empirical method, analytical method, numerical simulation method and model experiment method. The empirical method is based on fitting of test data, lacks reliable theoretical basis and is difficult to popularize and use; the analysis method is mostly limited to two-dimensional problems, and real and complex landforms cannot be considered; the numerical simulation method can simulate various factors such as complex terrain conditions, soil nonlinearity, soil-structure interaction, construction method and the like, and has wide application range. However, the sensitivity of the parameters of the numerical analysis method is too high, that is, the influence of the change of the parameters on the numerical simulation result is difficult to control.
The model experiment method is a very traditional and effective method for researching the settlement after tunnel excavation. The current model experiment method mainly adopts geotechnical centrifugal model experiment. The basic principle of the geotechnical centrifugal model experiment is that a model made of raw materials according to a certain scale is placed in a high centrifugal field generated by a high-speed rotating centrifugal machine, the self-weight volume force of a model soil body is increased, so that the stress state of the model reaches the same stress state level as a prototype, a deformation failure process similar to that of the original model is displayed, and the characteristics of a rock-soil structure with self weight as a main load can be truly simulated; however, no experimental device or experimental scheme can be used for researching the excavation problem of the multi-layer soil shield tunnel, such as clay-silt-sandy soil and the like, which are capable of truly simulating the self-weight as the main load. As is well known, the general strata in nature are all multilayer soils, for example, the Chengdu area is the silty clay and sandy gravel stratum. Therefore, it is necessary to design a centrifuge experimental device or experimental scheme for researching the shield tunnel excavation problem of the clay-silt-sandy soil stratum which can truly simulate the main load of the dead weight.
Disclosure of Invention
The invention aims to solve the problems and provides a testing device and a testing method for the shield tunnel excavation induced multilayer stratum deformation, which are simple to operate and improve the testing accuracy.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a testing device for inducing multilayer stratum deformation in shield tunnel excavation comprises a centrifugal mechanism and a model mechanism, wherein the centrifugal mechanism is connected with the model mechanism; the centrifugal mechanism comprises a fixed base, a driving motor, a rotating arm and a connecting seat, wherein the driving motor is fixedly connected to the fixed base, a driving shaft of the driving motor is fixedly connected with the rotating arm, one end of the rotating arm is connected with the connecting seat, and the connecting seat is fixedly connected with the model mechanism; the model mechanism comprises a model box body and a tunnel model, and the tunnel model is placed in the model box body; the front end of the model box body is hermetically connected with an organic glass plate, the outer side of the front end of the organic glass plate is provided with an observation hole, and the front end of the organic glass plate is fixedly connected with a high-precision digital camera through the observation hole; a tunnel model is placed in the model box body; the tunnel model is tubular, two ends of the tunnel model are respectively connected with the front end face and the rear end face of the model box body in a sealing mode, tapered holes are formed in the side face of the tunnel model, and the tapered holes are connected with the high-horsepower low-gear water pump.
Further, the model box is rectangular box form, and the trilateral aluminum plate of making of model box, the terminal surface is connected with the organic glass board before the model box and the concatenation department is provided with joint strip.
Furthermore, the length of the model box body is 640mm, the width is 280mm, and the height is 500 mm.
Furthermore, the vertical section of the supporting plate is U-shaped.
Further, the tunnel model comprises a mandrel and a rubber sleeve, the mandrel is a circular aluminum pipe, and the inner diameter of the middle of the mandrel is 68 mm; the outer diameter of two ends of the mandrel is 88mm, rubber sleeves are sleeved at two ends of the mandrel and are in sealed connection with the inner side wall of the model box body through beeswax, water is injected between the rubber sleeves and the mandrel, and tapered holes are formed in the side faces of the rubber sleeves.
Furthermore, the silt-clay stratum in the model box body is respectively provided with a drainage pipe groove for consolidation drainage, and two ends of the drainage pipe groove penetrate through the model box body.
Furthermore, a soil body is placed in the model box body and divided into upper clay, middle silt and lower sandy soil, infrared monitoring equipment is arranged at the front end of the stratum boundary surface of the upper clay and the middle silt and the lower sandy soil, and the infrared monitoring equipment is fixedly connected to the outer side of the toughened glass plate at the front end of the model box body; the drain pipe groove is arranged at the clay-silt and silt-sandy soil interface.
A test method for inducing multilayer stratum deformation by shield tunnel excavation comprises the following steps:
s1, placing a tunnel model on a supporting plate of the model box body, hermetically connecting two ends of the tunnel model with the front and rear side walls of the model box body by using beeswax, and filling water into the tunnel model;
s2, placing lower sand soil, middle silt soil and upper clay in the model box body, and adding water according to the condition of the simulated stratum;
s3, fixedly connecting the model box body to a connecting seat of a centrifugal mechanism, starting the centrifugal mechanism to carry out centrifugal operation, and solidifying upper clay in the model box body through centrifugal force;
s4, installing a camera on the observation hole of the organic glass plate; fixedly connecting infrared monitoring equipment outside the organic glass plate, and enabling a lens of the infrared monitoring equipment to face a boundary between the upper clay layer, the middle silt layer and the lower sandy soil layer;
s5, pumping out water in the tunnel model through the tapered holes in the side face of the tunnel model (controlling small-amplitude pumping of the motor in a high-power gravitational field) so as to more accurately control the volume loss of the tunnel;
s6, collecting monitoring data of the camera and the infrared monitoring equipment to obtain a test result of the deformation of the clay-silt-sandy soil stratum induced by the shield tunnel excavation.
Further, the test result in the step S6 includes vertical displacement, lateral displacement, compressive strain, and shear strain of the soil body.
Compared with the prior art, the invention has the advantages and positive effects that:
the method simulates the tunneling process of the shield tunnel by pumping out the water in the tunnel model, so that the stratum loss can be effectively controlled; the micro change of the stratum loss can be monitored by combining the application of a high-precision camera; according to the invention, on the other hand, the drainage port is arranged on the model box body for clay consolidation drainage, so that the condition that water in the model box body cannot flow out is avoided, and the deformation of the clay-silt-sandy soil interface is monitored by adopting an infrared monitoring device, so that the deformation and settlement conditions of multi-layer soil such as clay-silt-sandy soil and the like can be clearly observed, and the test result of the tunnel on the deformation of the clay-silt-sandy soil stratum is obtained. In addition, by measuring the water pressure in the tunnel model, the pressure-bearing change rule of the tunnel lining can be obtained.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1 is a schematic structural view of a centrifugal mechanism;
FIG. 2 is a front view structural diagram of a model mechanism;
fig. 3 is a sectional view a-a of fig. 2.
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 from the embodiments of the present invention by a person skilled in the art without any creative effort, should be included in the protection scope of the present invention.
As shown in fig. 1, 2 and 3, a testing device for a shield tunnel to induce clay-silt-sandy soil formation deformation includes a centrifugal mechanism and a model mechanism, wherein the centrifugal mechanism is connected with the model mechanism; the centrifugal mechanism comprises a fixed base 1, a driving motor 2, a rotating arm 3 and a connecting seat 4, wherein the driving motor 2 is fixedly connected to the fixed base 1, a driving shaft of the driving motor 2 is fixedly connected with the rotating arm 3, one end of the rotating arm 3 is connected with the connecting seat 4, and a model mechanism is fixedly connected to the connecting seat 4;
the model mechanism comprises a model box body 5 and a tunnel model, and the tunnel model is placed in the model box body 5; the model box body 5 is made of an aluminum plate into a rectangular box body shape, the length of the model box body 5 is 640mm, the width of the model box body is 280mm, and the height of the model box body is 500 mm; the front end face of the model box body 5 is connected with an organic glass plate 7, a sealing rubber strip 9 is arranged at the joint, a plurality of observation holes 701 are formed in the organic glass plate 7, and the organic glass plate is fixedly connected with a camera through the observation holes 701; a drainage pipe groove 10 for clay solidification and drainage is arranged in the model box body 5, and two ends of the drainage pipe groove 10 penetrate through the model box body 5; a soil body is placed in the model box body 5, the soil body is divided into upper clay, middle silt and lower sandy soil, and infrared monitoring equipment is arranged outside an interface between the upper clay and the middle silt and an interface between the middle silt and the lower sandy soil (namely the position of a dotted line 11 in fig. 2, the uppermost part of the dotted line 11 is the upper clay, the middle silt is arranged between the two dotted lines 11, the lowermost part of the dotted line 11 is the lower sandy soil, and the upper clay, the middle silt and the lower sandy soil are not marked to avoid line confusion); the drain pipe groove 10 is arranged at the clay-silt and silt-sandy soil interface; a supporting plate 8 is fixedly connected in the model box body 5, the vertical section of the supporting plate 8 is U-shaped, and the front end and the rear end of the supporting plate 8 are respectively fixedly connected with an organic glass plate 7 and the inner side surface of the model box body 5; a tunnel model is placed on the supporting plate 8; the tunnel model comprises a mandrel 12 and a rubber sleeve 6, wherein the mandrel 12 is a circular aluminum pipe, and the inner diameter of the middle part of the mandrel 12 is 68 mm; the outer diameter of two ends of the mandrel 12 is 88mm, the rubber sleeve 6 is sleeved at two ends of the mandrel 12, the rubber sleeve 6 is hermetically connected with the inner side wall of the model box body 5 by adopting beeswax, water is injected between the rubber sleeve 6 and the mandrel 12, and the side surface of the rubber sleeve 6 is provided with a tapered hole 601 penetrating through the side wall.
A testing method of a testing device for tunnel induced clay-sand stratum deformation comprises the following steps:
s1, placing a tunnel model on the supporting plate 8 of the model box body 5, connecting the two ends of the tunnel model with the front and rear side walls of the model box body 5 in a sealing way, and filling water into the tunnel model;
s2, placing lower sand soil, middle silt and upper clay into the model box body 5, and adding water according to the condition of the simulated stratum;
s3, fixedly connecting the model box body 5 to a connecting seat 4 of a centrifugal mechanism, starting the centrifugal mechanism to carry out centrifugal operation, and solidifying upper clay and lower sandy soil in the model box body 5 through centrifugal force;
s4, mounting a camera on the opposite side of the organic glass plate 7; arranging infrared monitoring equipment outside the organic glass plate 7, and enabling a lens of the infrared monitoring equipment to face a boundary between the upper clay layer and the lower sandy soil layer;
s5, pumping out water in the tunnel model through the tapered holes 601 on the side face of the tunnel model (small-amplitude pumping of a control motor in a high-power gravity field) so as to more accurately control the volume loss of the tunnel;
and S6, collecting monitoring data of the camera and the infrared monitoring equipment to obtain a test result of the deformation of the clay-silt-sandy soil stratum induced by tunnel excavation.
The method simulates the tunneling process of the shield tunnel by pumping out the water in the tunnel model, so that the stratum loss can be effectively controlled; the micro change of the stratum loss can be monitored by analyzing the pixel displacement by combining the application of a high-precision camera; the motor with high horsepower and low gear can control the small-amplitude extraction of the motor in a high-power gravitational field so as to accurately and effectively control the volume loss of the tunnel; on the other hand, the water outlet is arranged on the model box body and is used for solidifying and draining the clay, so that the clay solidification is realized; and moreover, deformation of a clay-silt-sandy soil interface is monitored by adopting infrared monitoring equipment, and deformation and settlement conditions of multi-layer soil such as clay-silt-sandy soil and the like can be clearly observed, so that an accurate test result of the settlement and deformation of the clay-silt-sandy soil stratum induced by shield tunnel excavation is obtained.
Claims (9)
1. A testing device for inducing multilayer stratum deformation in shield tunnel excavation comprises a centrifugal mechanism and a model mechanism, wherein the centrifugal mechanism is connected with the model mechanism; the method is characterized in that: the centrifugal mechanism comprises a fixed base, a driving motor, a rotating arm and a connecting seat, wherein the driving motor is fixedly connected to the fixed base, a driving shaft of the driving motor is fixedly connected with the rotating arm, one end of the rotating arm is connected with the connecting seat, and the connecting seat is fixedly connected with the model mechanism; the model mechanism comprises a model box body and a tunnel model, and the tunnel model is placed in the model box body; the front end of the model box body is hermetically connected with an organic glass plate, and the outer side of the front end of the organic glass plate is provided with an observation hole and is fixedly connected with a camera through the observation hole; a tunnel model is placed in the model box body; the tunnel model is tubular, two ends of the tunnel model are respectively connected with the front end face and the rear end face of the model box body in a sealing mode, and tapered holes are formed in the side face of the tunnel model.
2. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 1, characterized in that: the model box is rectangular box form, and the trilateral aluminum plate of making of model box, the terminal surface is connected with the organic glass board before the model box and the concatenation department is provided with joint strip.
3. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 2, characterized in that: the length of model box is 640mm, and the width is 280mm, and the height is 500 mm.
4. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 3, characterized in that: the vertical section of the supporting plate is U-shaped.
5. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 4, characterized in that: the tunnel model comprises a mandrel and a rubber sleeve, the mandrel is a circular aluminum pipe, and the inner diameter of the middle part of the mandrel is 68 mm; the outer diameter of two ends of the mandrel is 88mm, rubber sleeves are sleeved at two ends of the mandrel and are hermetically connected with the inner side wall of the model box body by adopting beeswax, and water is injected between the rubber sleeves and the mandrel.
6. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 5, characterized in that: and silt and clay stratums in the model box body are respectively provided with a drainage pipe groove for consolidation drainage, and two ends of the drainage pipe groove penetrate through the model box body.
7. The test device for inducing multilayer formation deformation by shield tunnel excavation according to claim 6, characterized in that: a soil body is placed in the model box body and divided into upper clay, middle silt and lower sandy soil, infrared monitoring equipment is arranged at the front end of the stratum boundary surface of the upper clay and the middle silt and the lower sandy soil, and the infrared monitoring equipment is fixedly connected to the outer side of a toughened glass plate at the front end of the model box body; the drain pipe groove is arranged at the clay-silt and silt-sandy soil interface.
8. A shield tunnel excavation induced multilayer formation deformation testing method using the shield tunnel excavation induced multilayer formation deformation testing apparatus of claim 7, characterized in that: the method comprises the following steps:
s1, placing a tunnel model on a supporting plate of the model box body, hermetically connecting two ends of the tunnel model with the front and rear side walls of the model box body by using beeswax, and filling water into the tunnel model;
s2, placing lower sand soil, middle silt soil and upper clay in the model box body, and adding water according to the condition of the simulated stratum;
s3, fixedly connecting the model box body to a connecting seat of a centrifugal mechanism, starting the centrifugal mechanism to carry out centrifugal operation, and solidifying upper clay in the model box body through centrifugal force;
s4, mounting a high-precision camera on the observation hole of the organic glass plate; fixedly connecting infrared monitoring equipment outside the organic glass plate, and enabling a lens of the infrared monitoring equipment to face a boundary between the upper clay layer, the middle silt layer and the lower sandy soil layer;
s5, pumping out water in the tunnel model through the tapered holes in the side face of the tunnel model so as to more accurately control the volume loss of the tunnel;
s6, collecting monitoring data of the camera and the infrared monitoring equipment to obtain a test result of the deformation of the clay-silt-sandy soil stratum induced by the shield tunnel excavation.
9. The method for testing the multilayer formation deformation induced by the shield tunnel excavation of claim 8, wherein: the test result in the step S6 includes vertical displacement, lateral displacement, compressive strain, and shear strain of the soil body.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113128059A (en) * | 2021-04-23 | 2021-07-16 | 西南交通大学 | Thermal equivalent analysis method for internal defects of high-voltage bushing |
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Application publication date: 20200221 |