CN108489892A - Seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow - Google Patents
Seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow Download PDFInfo
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- CN108489892A CN108489892A CN201810267877.5A CN201810267877A CN108489892A CN 108489892 A CN108489892 A CN 108489892A CN 201810267877 A CN201810267877 A CN 201810267877A CN 108489892 A CN108489892 A CN 108489892A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N19/00—Investigating materials by mechanical methods
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- 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
- G01N33/24—Earth materials
Abstract
Seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow, described device includes model babinet, lifting gear and experiment auxiliary device.The model babinet includes the case that bankets（1）, steel bracket（2）, excavate module（3）.The case that bankets is mounted on above steel bracket, excavates the middle position that module is placed in steel bracket.The lifting gear includes decelerating motor（12）, screw rod（13）, gear set（14）.Experiment auxiliary device includes the first external water tank（15）, the second external water tank（17）, the first crane（16）With the second elevator（18）；Excavate module（3）By flapper（31）And fixed sleeving（32）It constitutes.The method includes：Smooth location, equipment arrangement, the preparation of soil sample, soil body saturation, water level regulation, form seepage flow, experiment and record data, cleaning case retrial of laying equal stress on of banketing are tested.
Description
Technical field
The present invention relates to seabed Shield Tunneling experimental rig and methods under the conditions of a kind of seepage flow, belong to seabed shield tunnel
Excavation technology field.
Background technology
Soil arching effect is widely present in the every field of geotechnical engineering, always as a classical problem in soil mechanics
Since be all people research hot spot.And in shield tunnel project, caused by shield machine driving in work progress
The overlying soil body loosens, and stresses re-distribution will occur for the relaxation zone soil body, and the soil body that part soil pressure is transferred to shield both sides is worked as
In, due to the presence of this soil arching effect, the soil pressure for acting on section of jurisdiction top will be substantially less that full earthing pressure.Therefore, to
Rationally determine that the cladding earth pressure of shield tunnel, soil arching effect be can not ignore.
Particularly, for the excavation of seabed shield tunnel, strong seepage flow caused by high hydraulic pressure will generate in soil body skeleton
Seepage flow force will further weaken the integrality of soil body inter-particulate forces chain and the performance of soil arching effect, to which increase acts on
Water And Earth Pressures on the overlying Water And Earth Pressures and excavation face on tunnel top.Currently, the research about soil arching effect is based on doing more
It is carried out under the conditions of soil, system research there is no for the coupling between seepage flow and soil arching effect.Under this background, it is necessary to carry
For a kind of test method, the indoor model examination of Shield Tunneling process under the conditions of different seepage flow may be implemented by this method
It tests, to study seabed shield tunnel water and soil load action mechanism, more accurately to seabed shield tunnel cladding earth pressure and opens
Digging face soil pressure is assessed.
Invention content
The object of the present invention is in order to realize the indoor model test of Shield Tunneling process under the conditions of different seepage flow,
Seabed shield tunnel water and soil load action mechanism is studied, accurately to seabed shield tunnel cladding earth pressure and excavation face soil pressure
It is assessed, seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow of present invention proposition.
The technical solution that the present invention realizes is as follows, seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow, including
Model babinet, lifting gear and experiment auxiliary device.The model babinet is connected with the lifting gear, passes through the lifting
The mobile simulated sea bottom Shield Tunneling of module activities baffle is excavated in device control.
The model babinet is made of the case that bankets, steel bracket, excavation module；The case that bankets is mounted on above steel bracket, is excavated
Module is placed in the medium position of steel bracket；
The lifting gear includes decelerating motor, screw rod, gear set；The decelerating motor is fixed on steel bracket, the screw rod
Including two, one vertical to place, and is connected with flapper, and another is horizontally arranged, and is connected with decelerating motor, two screw rods it
Between be driven by gear set；
The experiment auxiliary device includes external water tank, crane and digital camera；The external water tank includes the first outer water receiving
Case and the second external water tank, crane include the first crane and the second crane；First external water tank and the second external water tank
It is separately mounted on first crane and the second crane on model babinet both sides；By control crane rising or under
Drop, external water tank are moved up and down with crane.
The case that bankets is cube, and the maximum side of two area is observation panel, and bottom surface is by positioned at both sides
Fixed bottom plate and the excavation module composition at middle part, fixed bottom plate both sides corner have inlet opening；Fixed bottom plate and inspection surface
Two row water level holes are provided in same position respectively on the adjacent two side of plate, open up position and water level phase one needed for testing program
It causes, to the height of water level during Control experiment, the model wall box and bottom plate are that thickness is stainless not less than 10mm
Steel plate, observation panel are that thickness is not less than 10mm armorplate glasses.
Module is excavated to be made of flapper and fixed sleeving；The flapper is an arc-shaped stainless steel plate, side
On post a circle waterproof washer, to prevent the leakage during experiment, corner is opened there are four osculum, in experiment process
Middle generation seepage flow, middle part is provided with pressure tap, and connects pressure-measuring pipe, for measuring corresponding position pore water pressure during the test
Power, pressure tap side is provided with circular trough, for placing soil pressure cell；The fixes sleeve is a stainless cube shaped set of steel
Cylinder, wall thickness are not less than 10mm, and inner wall is zinc-plated, and inside dimension is identical as flapper outer profile size, and outer edge bankets with described
Bottom plate mutually welds, and the flapper is connected with the lifting gear, and vertical direction is in fixation under the action of lifting gear
It is freely moved up and down in sleeve.
The equal trepanning in bottom of the first external water tank and the second external water tank, by plastic flexible pipe can respectively with the case that bankets
Bottom inlet opening is connected；The crane height is freely adjustable, and the digital camera setting is used for immediately ahead of observation panel
Land movement during record experiment.
The experimental rig bankets on the inside of case and flapper upper surface is in the inlet opening, water level hole, osculum and survey
The position in pressure hole covers layer of non-woven fabric；The inlet opening, water level hole, osculum and pressure tap are circumscribed with valve.
Seabed Shield Tunneling test method under the conditions of a kind of seepage flow of the present invention, includes the following steps：
（1）Place is flattened, experimental rig is placed and clears up experimental rig and banket case, chamber interior wall is lubricated to banketing, and is being banketed
One layer of Teflon film is pasted on case both sides rustless steel inner wall and fixed bottom plate, tempered glass is observed in panel before and after the case that bankets
Smear one layer of vaseline in side.
（2）Dial gauge, pressure-measuring pipe and soil pressure cell are installed, by soil pressure cell conducting wire connection data collecting instrument and balance and clearly
Except zero；The soil pressure cell is mounted in experimental rig flapper circular trough.
（3）Soil sample is tested to testing desired height using sand rain method placement in layers；The experiment soil sample is sand, is filled every
When layer soil sample, distance of the sand rain device bell mouth away from soil sample top surface is identical.
（4）Inlet opening is connected with the first external water tank by plastic flexible pipe, by the first external water tank into model casing
It is filled to water level needed for experiment.
（5）Inlet opening valve is closed, the first external tank height is reduced to ground, outside second by the first crane
The water filling into model casing of water receiving case, and flapper bottom drain holes valve is opened, it is formed inside case experiment soil sample of banketing steady
Determine seepage flow；
（6）Opening is banketed equivalent water level hole valve at tank test water level, Control experiment height of water level；
（7）Simulated sea bottom tunnel excavation, and shield tunnel overlying gross pressure, hole are monitored by soil pressure cell, pressure-measuring pipe respectively
Water pressure changes, and experiment soil sample displacement field is recorded by digital camera, to obtain tunnel overlying total stress, hole in digging process
The regularity of distribution and damage of soil body pattern of gap water pressure.
（8）Soil sample is replaced, the depth of fill and height of water level are changed, step (2) to (6) is repeated, probes into different seepage flow operating modes
Influence to seabed shield tunnel overlying soil body soil arching effect and geostatic shield.
First external water tank water filling into model casing before water filling, is lifted the first external water tank by the first crane
Its floor height is risen to higher than height of water level needed for experiment；Be filled to water level in the case that bankets reach experiment water level after, pass through first
Crane adjusts the first external tank height so that its height of water level is identical as model tank test height of water level, and stands extremely
Height of water level reaches model tank test height of water level in pressure-measuring pipe.
Second external water tank water filling into model casing adjusts simultaneously Control experiment height of water level, reduces the first outer water receiving
After case height to ground, inlet opening valve is closed, the second external water tank is raised to by its floor height height by the second crane
In experiment height of water level flapper bottom row is opened simultaneously by plastic flexible pipe from box top slow water filling into case of banketing
Water hole valve further opens equivalent water level hole valve at the tank test water level that bankets, and pass through the water outlet of the second external water tank
Valve regulated waterflood injection rate so that the part water higher than experiment water level is overflowed from water level hole, to water level in the case that ensures to banket
Stablize during the test at experiment water level.
The simulated sea bottom tunnel excavation controls flapper by decelerating motor and at the uniform velocity falls, simulated sea bottom shield tunnel
The excavation in road；When flapper displacement reaches preset displacement, decelerating motor and water level hole, osculum valve are closed, is stopped simultaneously
Only water supply of the second external water tank to the case that bankets continues to record soil pressure cell data and piezometric head situation of change, and comparison is true
Recognize influence of the seepage flow to seabed Shield Tunneling Water And Earth Pressures.
The invention has the advantages that first passage of the present invention is to seabed Shield Tunneling mistake under the conditions of saturation and seepage flow
The simulation of journey discloses influence of the seepage flow to Shield Tunneling overlying resistance to shear of soil redistribution, enriches seabed shield tunnel
The research of water and soil load etc., the related fields theory for the effect that intercouples supplemented with seepage flow and soil arching effect.
Description of the drawings
Fig. 1 is seabed Shield Tunneling experimental rig structural schematic diagram；
Fig. 2 is seabed Shield Tunneling experimental rig model casing body-side view；
Fig. 3 is seabed Shield Tunneling experimental rig model babinet vertical view；
Fig. 4 is seabed Shield Tunneling experimental rig flapper structural schematic diagram；
Fig. 5 is seabed Shield Tunneling experimental rig operating method schematic diagram；
In figure, 1 is the case that bankets, and 2 be steel bracket, and 3 is excavate module, and 4 be observation panel, and 5 be inlet opening, and 6 be water level hole, and 7 are
Waterproof washer, 8 be osculum, and 9 be pressure tap, and 10 be pressure-measuring pipe, and 11 be circular trough, and 12 be decelerating motor, and 13 be screw rod, and 14 are
Gear set, 15 be the first external water tank, and 16 be the first crane, and 17 be the second external water tank, and 18 be the second crane, and 19 be number
Code camera, 31 be flapper, and 32 be fixes sleeve.
Specific implementation mode
As shown in Figure 1, seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow of the present embodiment, including model casing
Body, lifting gear and experiment auxiliary device.The model babinet is connected with the lifting gear, passes through the lifting gear control
The mobile simulated sea bottom Shield Tunneling of flapper processed.
As shown in Figures 2 and 3, model babinet includes the case 1 that bankets, steel bracket 2 and excavation module 3.The case 1 that bankets is cube
Body is erected on steel bracket 2, and the maximum side of two area is that panel 4 is observed made of tempered glass, and observation panel is logical
Hot melt adhesive is crossed to fix with two side box bodies.3 bottom surface of case of banketing is fixed the excavation module 3 at bottom plate and middle part by both sides and is constituted.Fixed bottom
Plate quadrangle is driveed there are four inlet opening 5, and test water is injected from this four inlet openings bankets in case 3.Excavate module width be
B on two side box bodies, away from the position that case 3 bottom plate distance is 2B, 3B and 4B of banketing, has two row water level holes 6, for controlling
Different initial water levels are to simulate different seepage flow operating modes.Model wall box and bottom plate are that thickness is not less than 10mm stainless steels
Plate, observation panel are that thickness is not less than 10mm armorplate glasses.
Module 3 is excavated to be made of flapper 31 and fixed sleeving 32.The flapper 31 is an arc-shaped stainless steel
Plate posts a circle waterproof washer 7 on side, and to prevent the leakage during experiment, corner is opened there are four osculum 8, to
Seepage flow is generated during the test, and middle part is provided with pressure tap 9, and connects pressure-measuring pipe 10, corresponding for measuring during the test
Position pore water pressure, pressure tap side is provided with circular trough 11, for placing soil pressure cell；The fixes sleeve 32 is one stainless
The cube shaped sleeve of steel, wall thickness are not less than 10mm, and inner wall is zinc-plated, and inside dimension is identical as flapper outer profile size, outside
Edge is mutually welded with the bottom plate that bankets, and the flapper 31 is connected with the lifting gear, in the effect of lifting gear
Lower vertical direction freely moves up and down in fixes sleeve 32.Flapper 31 is as shown in Figure 4.
Lifting gear includes decelerating motor 12, screw rod 13 and gear set 14.Decelerating motor 12 is fixed on steel bracket 2,
Velocity of rotation and rotation direction can be adjusted, to meet different tests demand.Screw rod 13 includes two, a horizontal direction
It places, is connected with decelerating motor 12, in addition a vertical placement, be connected with module 3 is excavated.It includes flapper to excavate module 3
31 and top edge be welded on the fixes sleeve 32 banketed on 1 bottom plate of case.Flapper 31 is a semicircular arc plate, for simulating shield
Structure tunnel.It is connected with screw rod 13, is driven by gear set 14 between two screw rods, so that decelerating motor 12 can be controlled
Flapper 31 processed moves up and down in fixes sleeve 32 at different rates, to realize the mould of Shield Tunneling off-load
It is quasi-.
Experiment auxiliary device includes external water tank, crane and digital camera；The external water tank includes the first outer water receiving
Case 15 and the second external water tank 17, crane include the first crane 16 and the second crane 18；First external water tank 15 and
Two external water tanks 17 are separately mounted on first crane 16 and the second crane 18 on model babinet both sides；Pass through control
Crane rises or falls, and external water tank is moved up and down with crane.
The equal trepanning in bottom of first external water tank 15 and the second external water tank 17, by plastic flexible pipe respectively with bottom of banketing
Two, portion inlet opening 5 is connected；The crane height is freely adjustable, and the setting of the digital camera 19 is before observing panel just
Side, for land movement during record experiment.
As shown in figure 5, seabed Shield Tunneling test method under the conditions of a kind of seepage flow of the present embodiment, including following step
Suddenly：
(1) place is flattened, experimental rig is placed and clears up the case 1 that bankets, chamber interior wall pastes one layer of spy in addition to observing panel banketing
Fluorine dragon film applies last layer vaseline, to reduce the friction banketed between chamber interior wall and experiment soil sample in 4 inside of observation panel
Power, one layer of the position stickup of inlet opening 5, osculum 8, water level hole 6 and pressure tap 9 above banket chamber interior wall and flapper 31
Two external water tanks are filled water by non-woven fabrics by running water pipe.
(2) sensor arrangement places soil pressure cell according to the specific requirement of experiment in 31 circular trough 11 of flapper,
Soil pressure cell conducting wire is fixed on hot melt adhesive on flapper, to avoid there is the case where conducting wire cutting soil during experiment.
Wire end connects data collecting instrument and balances and remove zero.Dial gauge is installed in flapper bottom, in inlet opening 5, row
Water hole 8 and corresponding experiment water level correspond to and connect plastic flexible pipe in water level hole 6, pressure-measuring pipe 10 are connected on pressure tap 9, and ensure institute
There is valve to be closed.
(3) experiment is poured into normal sand in sand rain drain bucket, is carried it to the case 1 that bankets by crane by the preparation of soil sample
Top, by sand rain method, with 50mm for one layer, placement in layers tests buried depth at the top of the soil body to flapper and is equal to arc-shaped activity
Baffle diameter, and ensure that sand rain is fallen away from identical when filling every time, the compactness and apparent severe to control every layer of soil sample are identical.
(4) soil body is saturated, and is respectively the first external water tank 15 and the second external water tank 17 to two external water tanks.It will water inlet
Hole 5 is connected by plastic flexible pipe with the opening of two external water tank bottoms；The first external water tank is adjusted by the first crane 16
15 floor heights open 5 valve of inlet opening and 15 bottom valve of the first external water tank, pass through first to higher than experiment height of water level
It is straight equal to twice of flapper away from 31 distance from top of flapper that external water tank 15 is slowly filled to the water surface into the case 1 that bankets
Diameter；The height of the first external water tank is then adjusted by the first crane 16 so that its height of water level and model tank test water
Position height is identical；And standing is equal with height of water level in model casing to height of water level in pressure-measuring pipe, is reached with guarantee test soil sample
Saturation.
(5) seepage flow is formed, 5 valve of inlet opening is closed, 15 height of the first external water tank is reduced extremely by the first crane 16
31 bottom drain holes of flapper, 8 valve is opened on ground, and the second external water tank 17 is lifted to its bottom surface by the second crane 18
Height opens its bottom flowing water Valve higher than experiment height of water level, slow into the case that bankets from case top surface of banketing by plastic flexible pipe
Slow water filling, while being drained into the test water of discharge in the first external water tank 15 by 8 plastic flexible pipe of osculum.
(6) water level control, opens the valve in the equivalent water level hole 6 at case closed test water level of banketing, while by outside second
17 bottom outlet valve regulated waterflood injection rate of water receiving case increases flow of inlet water so that higher than the experiment of experiment water level part
It is flowed out from water level hole 6 always with water, to make stable level in experimental design height of water level, and will be from water by plastic flexible pipe
The test water overflowed in the hole 6 of position drains into the first external water tank 15.
(7) data are tested and recorded, digital camera 19 is set up in the position of 4 front about 2m of observation panel.Read percentage
The primary data of table and pressure-measuring pipe 9, starts decelerating motor 12, and adjustment motor speed to 1mm/min keeps flapper 31 slowly even
Speed falls, and simulates Shield Tunneling process；Led to simultaneously with the frequency record soil pressure force data of 1 time/s by data collecting instrument
Digital camera is crossed with land movement photo during frequency shooting record experiment primary 15s；When 12 displacement of flapper reaches
When 1/10th flapper diameter, second of reading 9 data of pressure-measuring pipe closes decelerating motor 12 and water level hole 6, row
8 valve of water hole is simultaneously stopped water supply of the second external water tank to the case that bankets, and continues to record soil pressure cell data and third time is read
Pressure-measuring pipe data compare the data obtained and the data in the case of seepage flow before, to confirm seepage flow to seabed shield tunnel
Excavate the influence of Water And Earth Pressures in road.
(8) case that bankets is cleared up in off-test, is read dial gauge final reading and is simultaneously removed dial gauge, reduces the second outer water receiving
17 height of case opens 8 valve of osculum to ground, by 8 hose of osculum will banket tank test with water be expelled to two it is outer
In water receiving case, soil sample and sensor in the case that bankets are taken out, clears up the case that bankets, and flapper is risen to by examination by decelerating motor
Front position is tested, the depth of fill and height of water level are converted, repeats step (3)-(8).
By the change depth of fill and height of water level, measure under the different depths of fill, different water levels, different seepage flow operating modes,
The distribution of seabed Shield Tunneling overlying gross pressure, pore water pressure, and then pore water pressure is subtracted by gross pressure, it obtains
Seabed Shield Tunneling overlying effective soil pressure distribution.The variation of different location effective soil pressure during being tested by drafting
Figure, compares the relationship of itself and rest effective soil pressure straight line, it can be determined that each point position soil arching effect play situation with
And influence of the seepage flow to soil arching effect and geostatic shield：Effective soil pressure change curve is close with rest soil pressure straight line
It overlaps, illustrates to occur without soil arching effect herein；Effective soil pressure change curve is fallen below rest soil pressure straight line, explanation
There is soil arching effect herein, between the two away from bigger, illustrates that soil arching effect is more apparent.In addition, by assisting software to digital phase
Soil body photo compares and analyzes during the captured experiment of machine, can draw out (shield tunnel in flapper dropping process
Excavate), top soil displacement field, strain field situation of change, to obtain damage of soil body mechanism under the conditions of seepage flow.
In conclusion the present embodiment first passage, which simulates Shield Tunneling under a variety of seepage flow working conditions, causes actively soil
The evolution of arch discloses seepage flow to the affecting laws of damage of soil body pattern and soil arch relaxation zone geostatic shield, enriches sea
Research in terms of suffered water and soil load during the Shield Tunneling of bottom.
Claims (9)
1. Shield Tunneling experimental rig in seabed under the conditions of a kind of seepage flow, which is characterized in that described device include model babinet,
Lifting gear and experiment auxiliary device；The model babinet is connected with the lifting gear, is controlled by the lifting gear
The mobile simulated sea bottom Shield Tunneling of flapper；
The model babinet is made of the case that bankets, steel bracket, excavation module；The case that bankets is mounted on above steel bracket, excavates module
It is placed in the medium position of steel bracket；
The lifting gear includes decelerating motor, screw rod, gear set；The decelerating motor is fixed on steel bracket, the screw rod
Including two, one vertical to place, and is connected with flapper, and another is horizontally arranged, and is connected with decelerating motor, two screw rods it
Between be driven by gear set；
The experiment auxiliary device includes external water tank, crane and digital camera；The external water tank includes the first outer water receiving
Case and the second external water tank, the crane include the first crane and the second crane；First external water tank and second external
Water tank is separately mounted on first crane and the second crane on model babinet both sides；By the rising for controlling crane
Or decline, external water tank is moved up and down with crane.
2. seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow according to claim 1, which is characterized in that institute
State banket case be cube, the maximum side of two area be observation panel, bottom surface by positioned at both sides fixation bottom plate and
The excavation module at middle part forms, and fixed bottom plate both sides corner has inlet opening；Fixed bottom plate it is adjacent with observation panel two
Two row water level holes are provided in same position respectively on side wall, it is consistent with water level needed for testing program to open up position, to control
Height of water level during system experiment, the model wall box and bottom plate are that thickness is not less than 10mm stainless steel plates, observation
Panel is that thickness is not less than 10mm armorplate glasses.
3. seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow according to claim 1, which is characterized in that institute
Excavation module is stated to be made of flapper and fixed sleeving；The flapper is an arc-shaped stainless steel plate, is posted on side
One circle waterproof washer, to prevent the leakage during experiment, corner is opened there are four osculum, to generate during the test
Seepage flow, middle part is provided with pressure tap, and connects pressure-measuring pipe, for measuring corresponding position pore water pressure, pressure measurement during the test
Hole side is provided with circular trough, for placing soil pressure cell；The fixes sleeve is a stainless cube shaped sleeve of steel, wall thickness
Not less than 10mm, inner wall is zinc-plated, and inside dimension is identical as flapper outer profile size, and outer edge is mutually welded with the bottom plate that bankets
It connects, the flapper is connected with the lifting gear, and vertical direction is free in fixes sleeve under the action of lifting gear
It moves up and down.
4. seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow according to claim 1, which is characterized in that institute
State the equal trepanning in bottom of the first external water tank and the second external water tank and be equipped with valve, can by plastic flexible pipe respectively with the case that bankets
Bottom inlet opening is connected；The crane height is freely adjustable, and the digital camera setting is used for immediately ahead of observation panel
Land movement during record experiment.
5. seabed Shield Tunneling experimental rig under the conditions of a kind of seepage flow according to claim 1, which is characterized in that institute
State that experimental rig bankets on the inside of case and flapper upper surface is in the position of the inlet opening, water level hole, osculum and pressure tap
Cover layer of non-woven fabric；The inlet opening, water level hole, osculum and pressure tap are circumscribed with valve.
6. Shield Tunneling test method in seabed under the conditions of a kind of seepage flow, which is characterized in that the described method comprises the following steps：
（1）Place is flattened, experimental rig is placed and clears up experimental rig and banket case, chamber interior wall is lubricated to banketing, and is being banketed
One layer of Teflon film is pasted on case both sides rustless steel inner wall and fixed bottom plate, tempered glass is observed in panel before and after the case that bankets
Smear one layer of vaseline in side；
（2）Dial gauge, pressure-measuring pipe and soil pressure cell are installed, soil pressure cell conducting wire is connected into data collecting instrument and balance and remove zero
Point；The soil pressure cell is mounted in experimental rig flapper circular trough；
（3）Soil sample is tested to testing desired height using sand rain method placement in layers；The experiment soil sample is sand, fills every layer of soil
When sample, distance of the sand rain device bell mouth away from soil sample top surface is identical；
（4）Inlet opening is connected with the first external water tank bottom by plastic flexible pipe, by the first external water tank into model casing
It is filled to water level needed for experiment；
（5）Inlet opening valve is closed, the first external tank height is reduced to ground by the first crane, passes through the second outer water receiving
Case water filling into model casing, and flapper bottom drain holes valve is opened, forming stabilization inside case experiment soil sample of banketing oozes
Stream；
（6）Opening is banketed equivalent water level hole valve at tank test water level, Control experiment height of water level；
（7）Simulated sea bottom tunnel excavation, and shield tunnel overlying gross pressure, hole are monitored by soil pressure cell, pressure-measuring pipe respectively
Water pressure changes, and experiment soil sample displacement field is recorded by digital camera, to obtain tunnel overlying total stress, hole in digging process
The regularity of distribution and damage of soil body pattern of gap water pressure；
（8）Soil sample is replaced, the depth of fill and height of water level are changed, step (2) to (6) is repeated, probes into different seepage flow operating modes to sea
The influence of bottom shield tunnel overlying soil body soil arching effect and geostatic shield.
7. seabed Shield Tunneling test method under the conditions of a kind of seepage flow according to claim 6, which is characterized in that institute
First external water tank water filling into model casing is stated, before water filling, the first external water tank is raised to by its bottom surface by the first crane
Height is higher than height of water level needed for experiment；Be filled to water level in the case that bankets reach experiment water level after, pass through the first crane adjust
First external tank height so that its height of water level is identical as model tank test height of water level, and stands to water in pressure-measuring pipe
Position height reaches model tank test height of water level.
8. seabed Shield Tunneling test method under the conditions of a kind of seepage flow according to claim 6, which is characterized in that institute
Second external water tank water filling into model casing is stated, simultaneously Control experiment height of water level is adjusted, reduces the first external tank height to ground
Behind face, inlet opening valve is closed, the second external water tank is raised to higher than experiment water level by its floor height by the second crane
Highly, flapper bottom drain holes valve is opened simultaneously from box top slow water filling into case of banketing by plastic flexible pipe, into
One step opens equivalent water level hole valve at the tank test water level that bankets, and passes through the flowing water Valve of the second external water tank and adjust note
Water speed so that the part water higher than experiment water level is overflowed from water level hole, to which the water level that ensures to banket in case is in experiment process
Middle stabilization is at experiment water level.
9. seabed Shield Tunneling test method under the conditions of a kind of seepage flow according to claim 6, which is characterized in that institute
Simulated sea bottom tunnel excavation is stated, controlling flapper by decelerating motor at the uniform velocity falls, the excavation of simulated sea bottom shield tunnel；When
When flapper displacement reaches preset displacement, decelerating motor and water level hole, osculum valve are closed, the second outer water receiving is simultaneously stopped
Water supply of the case to the case that bankets continues to record soil pressure cell data and piezometric head situation of change, and comparison confirms seepage flow to seabed
The influence of Shield Tunneling Water And Earth Pressures.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810267877.5A CN108489892B (en) | 2018-03-29 | 2018-03-29 | Submarine shield tunnel excavation test device and method under seepage condition |
Applications Claiming Priority (1)
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| CN110554165A (en) * | 2019-07-31 | 2019-12-10 | 浙江杭海城际铁路有限公司 | Device and method for testing influence of shield underpass construction on existing subway tunnel |
| CN110702883A (en) * | 2019-10-31 | 2020-01-17 | 同济大学 | Shield tunnel leakage erosion simulation test device and method |
| CN111175475A (en) * | 2020-02-20 | 2020-05-19 | 同济大学 | Self-sinking circular foundation pit excavation simulation device |
| CN113567317A (en) * | 2021-06-22 | 2021-10-29 | 济南轨道交通集团有限公司 | Testing device and system for underground water seepage simulation of subway structure |
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| CN111175475A (en) * | 2020-02-20 | 2020-05-19 | 同济大学 | Self-sinking circular foundation pit excavation simulation device |
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