CN109632606A - A kind of excavation face seepage tests system that river tunnel is constructed under Tidal Load effect - Google Patents
A kind of excavation face seepage tests system that river tunnel is constructed under Tidal Load effect Download PDFInfo
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- CN109632606A CN109632606A CN201910020393.5A CN201910020393A CN109632606A CN 109632606 A CN109632606 A CN 109632606A CN 201910020393 A CN201910020393 A CN 201910020393A CN 109632606 A CN109632606 A CN 109632606A
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- water
- permeable
- excavation face
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
Abstract
The present invention provides a kind of excavation face seepage tests system of river tunnel construction under Tidal Load effect.The system includes model casing and shield tunnel model, and the main body of shield tunnel model is arranged in model casing, and layering filling soil sample and water sample in model casing, removable panel, telescopic straight-bar and telescopic rod mounting base constitute tunnel excavation face support device；The present invention can use the Tidal Load above variable frequency pump unit simulation tidal bore area river tunnel, by the Tidal Load load cases combination that different amplitudes, different frequency are arranged, monitor the seepage through soil mass field variation nearby of the variation of excavation face seepage discharge, excavation face, each measuring point soil sample change in displacement, each measuring point supporting pressure change, to study excavation face percolation law, and then optimize shield tunnelling parameters, realize design and construction.
Description
Technical field
The invention belongs to Shield Tunneling face seepage tests system regions, in particular to a kind of river tunnel construction
Excavation face seepage tests system under Tidal Load effect.
Background technique
Shield method has many advantages, such as that speed of application is fast, small to ground traffic impact, is widely used at present both domestic and external
It in metro tunnel excavation engineering, constructs particularly with cross-river tunnel, shield method has unique advantage.It is applied using shield method
The tidal bore area Subaqueous tunnel of work, since Tidal Load effect leads to the variation of permeable stratum artesian water frequently, Tidal Load pair
River tunnel construction period excavates being affected for face stability, and it is excessive very to easily cause Shield Tunneling face seepage discharge
It is destroyed to deforming.This problem has received the common concern of academia and engineering circles.
Influence of the Tidal Load to shield tunnel construction is mainly reflected in excavation face seepage discharge and excavates two side of face stability
Face, wherein excavation face seepage discharge can directly be observed by instrument, and excavated face stability and then needed through each survey of excavation face
Displacement, supporting pressure of soil sample etc. is put to embody.
Summary of the invention
It is a primary object of the present invention to overcome deficiency in the prior art, a kind of construction of river tunnel is provided in tide
Excavation face seepage tests system under nighttide load action, the system pass through variable frequency pump unit simulation difference amplitude, different frequency
Tidal Load load cases combination analyzed and researched in Tidal Load using soil sample research river tunnel excavation face seepage tests
Act on lower reaches of the Changjiang River bottom Shield Tunneling face seepage flow situation.
The purpose of the present invention is what is be achieved through the following technical solutions: a kind of construction of river tunnel is made in Tidal Load
Excavation face seepage tests system under can utilize soil sample research Shield Tunneling face seepage tests, including shield tunnel mould
Type and model casing, the model casing is interior to be equipped with vertical earth-retaining glass plate and permeable earth-retaining steel plate, permeable earth-retaining steel plate and earth-retaining
The model casing is sequentially divided into water-injecting cavity, test cavity and compensated cavity by glass plate, the height of earth-retaining glass plate and model casing
Highly identical, earth-retaining glass plate front end face is provided with semi-circular hole；
Test cavity is under-filled permeable ground, covers impervious stratum, the shield tunnel model above permeable ground
It for the semicircular ring column construction being made of semicircular ring concrete lining, is horizontally placed in the permeable ground, semicircular ring coagulation
One end of native lining cutting is connected with the semi-circular hole of earth-retaining glass front edge of board, and the other end simulates tunnel excavation face, is equipped with movable surface
Plate, rectangular side are affixed on the antetheca of model casing.Removable panel is connected by horizontal telescopic straight-bar with model casing side wall.
The removable panel is made of semicircle permeable stone and semicircle stiff alloy plate, and the semicircle permeable stone is set
It sets in test cavity side, the semicircle stiff alloy plate setting is in compensated cavity side, semicircle permeable stone and semicircle rigidity
It is catch basin among alloy sheets, the water in catch basin leads to a graduated cylinder by water output duct.
The test cavity side of the semicircle permeable stone is provided with soil pressure cell, and the other side is provided with LVDT displacement sensing
Device.
It further, further include variable frequency pump, water storage container and delivery hose, water storage container passes through variable frequency pump and water delivery
Hose is filled the water into water-injecting cavity.
A kind of test method of the system, this method are as follows: filled the water to water-injecting cavity, water surface elevation is higher than impervious stratum
Highly, to simulate river base ring border, water is penetrated into permeable ground by permeable earth-retaining steel plate, and generates pressure to removable panel
Power, removable panel compress telescopic straight-bar, and mobile toward auxiliary cavity direction, are distinguished by soil pressure cell and LVDT displacement sensor
Obtain pressure value and shift value；The water in permeable ground is penetrated into catch basin by semicircle permeable stone simultaneously, and by going out
Water conduit leads to graduated cylinder, obtains water percolating capacity.
Compared with prior art, the beneficial effects of the present invention are: the present invention can use variable frequency pump unit simulation tidal bore area river
Tidal Load above the shield tunnel of bottom, by the way that the Tidal Load load cases combination of different amplitudes, different frequency is arranged, monitoring is excavated
The seepage through soil mass field variation nearby of the variation of face seepage discharge, excavation face, each measuring point soil sample change in displacement, each measuring point supporting pressure change,
To study Shield Tunneling face percolation law, and then optimization shield tunnelling parameters, realization design and construction.
Detailed description of the invention
Fig. 1 is the front perspective view of model casing in the present invention.
Fig. 2 is the side perspective view of model casing in the present invention.
Fig. 3 is the schematic diagram of shield tunnel model in the present invention.
Fig. 4 is the front and back sides schematic diagram of removable baffle plate in the present invention.
Fig. 5 is the schematic diagram of permeable earth-retaining steel plate in the present invention.
Appended drawing reference in figure are as follows: 1. model casings；2. shield tunnel model；3. permeable ground；4. impervious stratum；5. water
Sample；6. variable frequency pump；7. water storage container；8. ribbing steel plate；9. earth-retaining glass plate；10. permeable earth-retaining steel plate；11. organic glass
Plate；12. telescopic rod mounting base；13. delivery hose；14. telescopic straight-bar；15. semicircular ring concrete lining；16. removable panel；
17. semicircle permeable stone；18. semicircle stiff alloy plate；19.LVDT displacement sensor；20. soil pressure cell；21. catch basin；
22. water outlet；23. water output duct；24. graduated cylinder.
Specific embodiment
The present invention is further elaborated with specific embodiment with reference to the accompanying drawing:
For excavation face of the clear tidal bore area river tunnel under the Tidal Load effect of different amplitudes, different frequency
Percolation law provides a kind of excavation face seepage tests system that river tunnel is constructed under Tidal Load effect, can pass through
Variable frequency pump device carries out the Tidal Load load cases combination of different amplitudes, different frequency, and the variation of monitoring excavation face seepage discharge is excavated
Face seepage through soil mass field variation nearby, each measuring point soil sample change in displacement, each measuring point supporting pressure change, Lai Shixian this purpose.
A kind of excavation face seepage flow examination of the construction of the river tunnel as shown in attached drawing 1,2 and 3 under Tidal Load effect
Check system can utilize soil sample research Shield Tunneling face seepage tests, including shield tunnel model 2 and model casing 1, the mould
It is equipped with vertical earth-retaining glass plate 9 and permeable earth-retaining steel plate 10 in molding box 1, permeable earth-retaining steel plate 10 and earth-retaining glass plate 9 are by institute
It states model casing 1 and is sequentially divided into water-injecting cavity, test cavity and compensated cavity, the height and the height phase of model casing 1 of earth-retaining glass plate 9
Together, 9 front end face of earth-retaining glass plate is provided with semi-circular hole；
Test cavity is under-filled permeable ground 3, covers impervious stratum 4, the shield tunnel mould above permeable ground 3
Type 2 is the semicircular ring column construction being made of semicircular ring concrete lining 15, is horizontally placed in the permeable ground 3, semicircle
One end of ring concrete lining 15 is connected with the semi-circular hole of 9 front end of earth-retaining glass plate, and the other end simulates tunnel excavation face, is equipped with
Removable panel 16, rectangular side are affixed on the antetheca of model casing 1.Removable panel 16 by horizontal telescopic straight-bar 14 with
1 side wall of model casing is connected.
The removable panel 16 is made of semicircle permeable stone 17 and semicircle stiff alloy plate 18, described semicircle saturating
The setting of water stone 17 is arranged in test cavity side, the semicircle stiff alloy plate 18 in compensated cavity side, semicircle permeable stone 17
Be catch basin 21 among semicircle stiff alloy plate 18, the water in catch basin 21 leads to a graduated cylinder by water output duct 23
24。
The test cavity side of the semicircle permeable stone 17 is provided with soil pressure cell 20, and the other side is provided with LVDT displacement and passes
Sensor 19.
It further, further include variable frequency pump 6, water storage container 7 and delivery hose 13, water storage container 7 passes through variable frequency pump
It is filled the water with delivery hose 13 into water-injecting cavity.Variable frequency pump 6 can be drawn water by adjusting working frequency and working time to control
Rate and water level height, to simulate the Tidal Load load cases combination of different amplitudes, different frequency.
The test method of the system are as follows: filled the water to water-injecting cavity, water surface elevation is higher than the height of impervious stratum 4, with mould
Quasi- river base ring border, water are penetrated into permeable ground 3 by permeable earth-retaining steel plate 10, and generate pressure to removable panel 16, can
Movable panel 16 compresses telescopic straight-bar 14, and mobile toward auxiliary cavity direction, passes through soil pressure cell 20 and LVDT displacement sensor 19
Pressure value and shift value are obtained respectively；The water in permeable ground 3 passes through semicircle permeable stone 17 and penetrates into catch basin 21 simultaneously,
And graduated cylinder 24 is led to by water output duct 23, obtain water percolating capacity.
Embodiment 1
Sequence of construction: the first step prepares the cement mortar with certain match ratio, and passes through and pour, conserve, demoulding, peace
Dress and etc. complete semicircular ring concrete lining 15 production；
Second step, earth-retaining glass plate 9, permeable earth-retaining steel plate 10, telescopic rod mounting base are installed in corresponding position in model casing 1
12 and graduated cylinder 24, and vaseline is smeared in 1 inner wall of model casing, avoid boundary effect caused by rubbing between the soil body and model casing.
The drainage bore dia of the permeable earth-retaining steel plate 10 need to be less than the median particle diameter of permeable ground soil sample particle, in order to avoid permeable ground
Soil particle largely enters caused Stratum Loss in water sample.Permeable earth-retaining steel plate 10 is as described in attached drawing 5.Then by delivery hose
13, water pump 6, water storage container 7 connect, and realize Work condition analogue.
Third step is equipped with and shield tunnel mould on earth-retaining glass plate 9 to construct shield tunnel model 2 in model casing 1
Type 2 is first sequentially filled permeable ground 3, impervious stratum 4 and water sample 5 into model casing 1 to certain height with the semicircular opening of diameter
Degree, and 11 side of poly (methyl methacrylate) plate arrangement and the test of permeable ground 3 are white similar in native physico-mechanical properties in permeable ground 3
Color fine sand is as mark point, and during the test, excavation face can more clearly be captured by carrying out captured in real-time using photographic equipment
The change procedure of neighbouring seepage through soil mass field.Then permeable ground 3 is excavated by the semicircular opening on earth-retaining glass plate 9, simultaneously will
The installation of semicircular ring concrete lining 15 prepared in advance is excavated to shield tunnel model 2 on the inner wall for completing part；
Semicircle permeable stone 17 and semicircle 18 installation of stiff alloy plate are formed removable panel 16, semicircle by the 4th step
The setting of shape permeable stone 17 is arranged in compensated cavity side, as shown in Fig. 4 in test cavity side, semicircle stiff alloy plate 18.And
LVDT displacement sensor 19 and soil pressure cell 20 are installed in corresponding measuring point, the removable panel 16 being installed firmly is attached to out
On digging face；
14 one end of telescopic straight-bar is mounted on removable panel 16 by the 5th step, and the other end is mounted on telescopic rod mounting base
On 12, the water in the catch basin 21 among semicircle permeable stone 17 and semicircle stiff alloy plate 18 passes through water output duct 23
Lead to graduated cylinder 24.
After the completion of pilot system installation and debugging, drawn water by the adjusting working frequency of variable frequency pump 6 and working time to control
The Tidal Load combination of different frequency, different amplitudes is arranged in different test groups, obtains difference for rate and water level height
The pressure value and shift value that water percolating capacity and soil pressure cell 20 and LVDT displacement sensor 19 obtain under operating condition obtain a large amount of detailed
Monitoring data, by the comparative analysis to data, under available difference Tidal Load operating conditions, Shield Tunneling face seepage flow
Rule, and then optimize shield tunnelling parameters, realize design and construction.
Reasonability and applicability of the invention has passed through No. 8 line first stage of the project SG8-2 mark major diameter slurries of Hangzhou Subway
The Qiantang River this case history of constructing is worn under shield tunnel to be verified, and the Shield Tunneling face that present invention simulation obtains is seeped
It is compared in stream rule and the engineering using the result that numerical simulation obtains, discovery error is smaller.
Finally it should be noted that the above enumerated are only specific embodiments of the present invention.It is clear that the invention is not restricted to
Above embodiments can also have many variations.Those skilled in the art can directly lead from present disclosure
Out or all deformations for associating, it is considered as protection scope of the present invention.
Claims (5)
1. a kind of excavation face seepage tests system of river tunnel construction under Tidal Load effect, can utilize soil sample research
Shield Tunneling face seepage tests, which is characterized in that including shield tunnel model (2) and model casing (1), the model casing
(1) vertical earth-retaining glass plate (9) and permeable earth-retaining steel plate (10), permeable earth-retaining steel plate (10) and earth-retaining glass plate are equipped in
(9) model casing (1) is sequentially divided into water-injecting cavity, test cavity and compensated cavity, the height and model casing of earth-retaining glass plate (9)
(1) height is identical, and earth-retaining glass plate (9) front end face is provided with semi-circular hole；
Test cavity is under-filled to be had permeable ground (3), covers impervious stratum (4) above permeable ground (3), the shield tunnel
Model (2) is the semicircular ring column construction being made of semicircular ring concrete lining (15), is horizontally placed on the permeable ground (3)
Interior, one end of semicircular ring concrete lining (15) is connected with the semi-circular hole of earth-retaining glass plate (9) front end, and the other end simulates tunnel
Excavation face is equipped with removable panel (16), and rectangular side is affixed on the antetheca of model casing (1).Removable panel (16) passes through
Horizontal telescopic straight-bar (14) is connected with model casing (1) side wall.
The removable panel (16) is made of semicircle permeable stone (17) and semicircle stiff alloy plate (18), the semicircle
Permeable stone (17) setting is arranged in test cavity side, the semicircle stiff alloy plate (18) in compensated cavity side, semicircle saturating
It is catch basin (21) among water stone (17) and semicircle stiff alloy plate (18), the water in catch basin (21) passes through water output duct
(23) graduated cylinder (24) are led to.
2. excavation face seepage tests system according to claim 1, which is characterized in that the semicircle permeable stone (17)
Test cavity side is provided with soil pressure cell (20), and the other side is provided with displacement sensor (19).
3. excavation face seepage tests system according to claim 2, which is characterized in that institute's displacement sensors (19) are
LVDT displacement sensor.
4. excavation face seepage tests system according to claim 1, which is characterized in that further include variable frequency pump (6), water storage
Container (7) and delivery hose (13), water storage container (7) are filled the water by variable frequency pump and delivery hose (13) into water-injecting cavity.
5. a kind of test method of system described in claim 1, which is characterized in that this method are as follows: filled the water to water-injecting cavity, the water surface is high
Degree is higher than the height of impervious stratum (4), and to simulate river base ring border, water penetrates into permeable ground by permeable earth-retaining steel plate (10)
(3) in, and pressure is generated to removable panel (16), removable panel (16) compresses telescopic straight-bar (14), and past compensated cavity side
To movement, pressure value and shift value are obtained by soil pressure cell (20) and displacement sensor (19) respectively；Permeable ground (3) simultaneously
In water pass through semicircle permeable stone (17) and penetrate into catch basin (21), and lead to graduated cylinder by water output duct (23)
(24), water percolating capacity is obtained.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910020393.5A CN109632606B (en) | 2019-01-09 | 2019-01-09 | Excavation surface seepage test system for river bottom shield tunnel construction under tidal load effect |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910020393.5A CN109632606B (en) | 2019-01-09 | 2019-01-09 | Excavation surface seepage test system for river bottom shield tunnel construction under tidal load effect |
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| CN109632606A true CN109632606A (en) | 2019-04-16 |
| CN109632606B CN109632606B (en) | 2020-09-04 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110398414A (en) * | 2019-07-12 | 2019-11-01 | 广西大学 | The model test apparatus and test method of excavation face unstability under the conditions of seepage flow artesian water |
| CN111983191A (en) * | 2020-08-20 | 2020-11-24 | 中铁二十局集团有限公司 | Tunnel excavation gushing water simulation device and simulation method |
| CN115902169A (en) * | 2023-03-10 | 2023-04-04 | 四川藏区高速公路有限责任公司 | Tunnel gushes water and gushes mud punishment reposition of redundant personnel test analogue means |
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| CN108956935A (en) * | 2018-04-26 | 2018-12-07 | 长安大学 | A kind of centrifugal device and test method that simulation rich water soft clay tunnel tunnel face is stable |
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| JPH08120261A (en) * | 1994-10-27 | 1996-05-14 | Konoike Constr Ltd | Shield excavation method in shield tunneling method |
| CN103278376A (en) * | 2013-05-29 | 2013-09-04 | 浙江大学 | Test device of stability control model of earth pressure balance shield excavation surface |
| CN203287239U (en) * | 2013-05-29 | 2013-11-13 | 浙江大学 | Earth pressure balance shield excavation face stability control model test device |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110398414A (en) * | 2019-07-12 | 2019-11-01 | 广西大学 | The model test apparatus and test method of excavation face unstability under the conditions of seepage flow artesian water |
| CN111983191A (en) * | 2020-08-20 | 2020-11-24 | 中铁二十局集团有限公司 | Tunnel excavation gushing water simulation device and simulation method |
| CN115902169A (en) * | 2023-03-10 | 2023-04-04 | 四川藏区高速公路有限责任公司 | Tunnel gushes water and gushes mud punishment reposition of redundant personnel test analogue means |
| CN115902169B (en) * | 2023-03-10 | 2023-05-19 | 四川藏区高速公路有限责任公司 | Diversion test simulation device for treating water gushing and mud bursting of tunnel |
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