CN109682416A - Measure the experimental provision and method of the distribution of tunnel Water And Earth Pressures and tunnel deformation rule - Google Patents
Measure the experimental provision and method of the distribution of tunnel Water And Earth Pressures and tunnel deformation rule Download PDFInfo
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- CN109682416A CN109682416A CN201811559446.2A CN201811559446A CN109682416A CN 109682416 A CN109682416 A CN 109682416A CN 201811559446 A CN201811559446 A CN 201811559446A CN 109682416 A CN109682416 A CN 109682416A
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Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention provides a kind of experimental provision for measuring the distribution of tunnel Water And Earth Pressures and tunnel deformation rule, including Work condition analogue part and data acquisition process part, it further include tunnel model and the monitoring part for being embedded in Work condition analogue part, digging in Work condition analogue part has foundation pit, several foundation pits support the crater wall of foundation pit to be further applied load to wherein one or multiple crater walls, monitoring portion point includes the water pressure sensor part of monitoring foundation pit periphery and tunnel model periphery water pressure, monitor the soil pressure sensor part of foundation pit periphery soil pressure, further include monitor excavation pit during and foundation pit support be further applied load to crater wall during tunnel model outer surface pressure changing diaphragm pressure sensor part, the displacement sensor part of the strain transducer part of model pipe ring strain variation situation and tunnel model displacement, data acquisition process portion It is divided into except Work condition analogue part and is connect with monitoring part to acquire and handle the data of monitoring part monitoring.
Description
Technical field
The present invention relates to technical field of buildings more particularly to a kind of distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rules
Experimental provision and method.
Background technique
Due to city rail route periphery great commercial value, underground space development along the line receives increasingly wider
General concern, building up and runing with extensive subway line, the deep excavation project close to subway line will become keep away
Exempt from, and can be more and more.
It is usually associated with strong environmental effect close to deep excavation or excavation, adjacent piles structure will be generated
Detrimental effect, resulting engineering accident case is also more and more, for example 2009 lead to the Taibei one due to excavation of foundation pit
Shield tunnel pipe ring maximum horizontal displacement reaches 50mm, and pipe ring is vertical in the excavation zone of influence and horizontal direction convergent deformation is more than
30mm, excessive stratum deformation cause subway to be stopped transport.2011-12 abuts Ningbo subway Line 1 Shield side
Large-scale excavation excavation causes left line shield tunnel to occur more than 30mm horizontal displacement, and section of jurisdiction local damage is serious, causes part
Serious infiltration.And similar engineering case has the tendency that rising year by year.According to Shanghai Underground tunnel experience, every 11 shield tunnels
In the case of structure artificial destruction, just having 3 is caused by deep excavation.It can be seen that the deep excavation project along subway
While providing more underground development spaces for city, and threaten Shield-bored tunnels military service performance and structure safety
One of principal risk source.
The longitudinal inhomogeneous deformation that will cause tunnel close to deep excavation, influences safe train operation.It reliably predicts and closes
Longitudinal inhomogeneous deformation of reason ground control shield tunnel under deep excavation, be urban subway tunnel protection face important ask
Topic.Current related engineering practice is based primarily upon micro-judgment and sets out, and is rectified a deviation by slip casting, applies underground partition wall, the soil body adds
Gu, the optimization modes such as earth excavation control tunnel deformation.Although obtaining certain effect, there is no really hold tunnel and depth
The essence and mechanism for excavating interaction, cause overprotection measure, to increase unnecessary expense.Therefore, reasonable prediction
Deep excavation causes the uneven displacement of tunnel longitudinal direction, and it is current urban subway tunnel that rational, which protects the measure of existing structure,
More urgent one of the project that protection work faces.
The soil pressure and water pressure that shield tunnel outer surface is acted under the conditions of deep excavation, to the design of its structure, waterproofness
It can be most important with military service Performance Evaluation.Above-mentioned deep excavation is mostly attributed to pair close to shield tunnel project accident and problem
The judge failure of tunnel Water And Earth Pressures, thus causes structural-load-carrying capacity to estimate deficiency, to influence tunnel under deep excavation state
Normal use, or even lead to catastrophic effect.Therefore, it establishes and meets shield tunnel under the actual induction close to deep excavation of engineering
Structure security computing model proposes the deep excavation working measure and protecting tunnel reinforcement technique of science based on this, avoids thing
Therefore generation, be ensure Metro Tunnel security needs, even more protected under China's subway tunnel Large scale construction background
Social stability and harmonious basic important business.
And meet under the actual induction close to deep excavation of engineering before shield tunnel construction security computing model in foundation, structure
Building pipe ring outer surface Water And Earth Pressures distributed model under the conditions of being suitable for deep excavation is particularly important, it is necessary to provide a kind of measurement
Deep excavation acts on the indoor model experiments apparatus and method of lower tunnel Water And Earth Pressures distribution and tunnel deformation rule.
Summary of the invention
In view of this, regular the embodiment provides a kind of measurement tunnel Water And Earth Pressures distribution and tunnel deformation
Experimental provision and method can calculate safely mould by shield tunnel construction in the case where foundation meets the engineering actual induction close to deep excavation
Before type, auxiliary building is suitable for pipe ring outer surface Water And Earth Pressures distributed model under the conditions of deep excavation.
The embodiment of the present invention provides a kind of experimental provision for measuring the distribution of tunnel Water And Earth Pressures and tunnel deformation rule, packet
Work condition analogue part and data acquisition process part are included, further includes tunnel model and the monitoring for being embedded in the Work condition analogue part
Part, digging in the Work condition analogue part has foundation pit, several foundation pits support the crater wall of the foundation pit with to wherein one or
The multiple crater walls of person are further applied load, and the monitoring portion point includes the water pressure biography of monitoring foundation pit periphery and tunnel model periphery water pressure
Sensor part, the soil pressure sensor part for monitoring foundation pit periphery soil pressure further include that monitoring excavation pit is in the process and described
The diaphragm pressure sensor portion of tunnel model outer surface pressure changing during foundation pit support is further applied load to crater wall
Divide, the displacement sensor part that the strain transducer part of stress variation situation and tunnel model are displaced inside and outside tunnel model, institute
Data acquisition process part is stated except the Work condition analogue part and is connect with the monitoring part to acquire and handle institute
State the data of monitoring part monitoring.
Further, the Work condition analogue is partially housed in model casing, and the tunnel model being set to along longitudinal direction is described
In model casing；The foundation pit is set to the side of the tunnel model transverse direction, and the foundation pit includes four crater walls for surrounding frame shape, two holes
Wall is located at laterally, and two crater walls are located at longitudinal direction, is the Part portions of one tank wall of model casing positioned at a lateral wherein crater wall,
Crater wall described in excess-three is externally provided with pattern foundation pit supporting structure, and the foundation pit support includes cross-brace and longitudinal bracing, and the longitudinal bracing is logical
It crosses support and is located at two longitudinal pattern foundation pit supporting structures to be further applied load to corresponding two crater wall, the cross-brace is located at cross by support
To pattern foundation pit supporting structure and lateral crater wall on the other side between be further applied load to the lateral crater wall for being equipped with pattern foundation pit supporting structure.
Further, the model casing makees its four tank walls using four panels made of tempered glass, using not
Steel sole plate become rusty to make its bottom wall, is located at the two longitudinal panels in the model casing and is equipped with aperture, two open pore levels
Corresponding, the both ends of the tunnel model respectively penetrate in two apertures, and the outer wall of the aperture and the tunnel model it
Between interannular gap be filled with fixed and waterproof action glass cement.
Further, the water pressure sensor part includes the foundation pit back side pore water pressure positioned at excavation pit back side
Sensor string, positioned at the ipsilateral pore water pressure sensor string of the ipsilateral foundation pit of excavation pit and positioned at the periphery of tunnel model periphery
Pore water pressure sensor string；The soil pressure sensor part includes the foundation pit back side soil pressure sensing positioned at excavation pit back side
Device string and positioned at the ipsilateral soil pressure sensor string of the ipsilateral foundation pit of excavation pit；In the sensor string ipsilateral positioned at excavation pit
Sensor is in the downside of foundation pit, and the sensor in the sensor string of excavation pit back side is from Work condition analogue part table
It is uniformly distributed on the downside of face to the tunnel model.
Further, four panel peripheries of the model casing are equipped with the channel steel of at least one set of reinforcing, on the channel steel
Equipped with truss, the truss is located at the top of the model casing, and the bottom wall of the model casing is equipped with several button holes；Each sensing
Device string includes steel wire and several corresponding sensors for being fixed on the steel wire, positioned at foundation pit is ipsilateral and each sensor of back side
Steel wire in string only has one, and the truss is fixed in the upper end of the steel wire, and the corresponding button hole is fixed in lower end, and should
Steel wire is vertically arranged；Steel wire in each peripheral pore water pressure sensor string include steel wire frame and with the steel wire frame
The upper end of several wires that frame angle connects one to one, the wire connecting with the frame angle of the upper end of the steel wire frame is fixed on
The truss is fixed on the corresponding button hole with the lower end of the wire of the frame angle of the lower end of steel wire frame connection, described
Uniformly it is fixed with several peripheral water pressure sensors on each steel wire side in steel wire frame, the tunnel model is from the steel wire frame
In pass through and the periphery that makes several peripheral hydraulic pressure sensors be located on the tunnel model.
Further, each pattern foundation pit supporting structure is made of aluminium sheet, and the lower end of the pattern foundation pit supporting structure is lower than the foundation pit
Hole bottom, and the length for being located at the pattern foundation pit supporting structure under Foundation Pit bottom is greater than the deep half in hole of the foundation pit；One water pipe
One end be inserted under the hole bottom of the foundation pit, the other end stretches out the foundation pit and simultaneously connect with suction pump, passes through the suction pump
Under taking the precipitation in the foundation pit away and keeping the precipitation face in the foundation pit under the hole bottom of the foundation pit.
Further, the tunnel model by multiple circular ring shapes pipe ring it is longitudinal spliced form, diaphragm pressure sensing
Device part includes several diaphragm pressure sensors, these diaphragm pressure sensors are uniformly distributed in the medial and lateral of the pipe ring
Face；The strain transducer part includes several resistance strain sensors, these resistance strain sensors are uniformly distributed in institute
State the inside and outside side of pipe ring and arranged in a crossed manner with diaphragm pressure sensor；Institute's displacement sensors part includes LVDT several
Displacement sensor, the vertical medial surface set on the pipe ring of these LVDT displacement sensors.
Further, each pipe ring includes multiple sections of jurisdiction being sequentially connected end to end, these sections of jurisdiction form the circular ring shape,
Seam in the same pipe ring between the two adjacent sections of jurisdiction be with longitudinal parallel longitudinal joint, in the pipe ring of adjacent two
Longitudinal joint mutual dislocation；The seam crossing and section of jurisdiction of pipe ring and pipe ring and the seam crossing of section of jurisdiction are coated with water-repellent paint so as to test
Tunnel model is waterproof in journey.
Further, the Work condition analogue part includes the soil body, once test the soil body that uses for dry sand, saturated sand or
It is saturated clay.
The embodiment of the present invention also provides a kind of experimental method for measuring the distribution of tunnel Water And Earth Pressures and tunnel deformation rule,
Include the following steps:
S1: building model casing, builds waterproof tunnel model, the soil body of Work condition analogue part is built in selection, by the tunnel
Road model is longitudinal and horizontal to be placed in the model casing；
S2: the water pressure for monitoring foundation pit periphery and tunnel model periphery water pressure is disposed to sense in the model casing
Device part and soil pressure sensor part for monitoring foundation pit periphery soil pressure, while also to dispose and be used in the model casing
During monitoring excavation pit and foundation pit supports the tunnel model outer surface pressure change feelings during being further applied load to crater wall
The strain transducer part of stress variation situation and tunnel model displacement inside and outside the diaphragm pressure sensor part of condition, tunnel model
Displacement sensor part, then fill the soil body；
S3: at least three pattern foundation pit supporting structures are set in the side of the tunnel model transverse direction, in the model that the pattern foundation pit supporting structure surrounds
Interior excavation pit is enclosed, precipitation is kept during excavation, the same foundation pit excavates several times, every digging certain depth, setting
One layer of foundation pit support, is further applied load to the crater wall of foundation pit by base support, records in digging process and implement lotus in real time
Hydraulic pressure sensor part, soil pressure case part, diaphragm pressure sensor part, strain transducer part and displacement during load
The data of Sensor section monitoring；
S4: excavating four times, and three layers of the setting foundation pit support takes the precipitation in the foundation pit away using suction pump, make institute
The precipitation in foundation pit is stated to be maintained under foundation pit bottom wall；
S5: the data of hydraulic pressure sensor part monitoring are acquired and handled using data acquisition process part, obtain the tunnel
The distribution characteristics of road model surface water pressure；Diaphragm pressure sensor portion is acquired and handled using the data acquisition process part
The data for dividing monitoring, tunnel model outer surface pressure changing during being excavated and being further applied load；Using described
The data of the acquisition of data acquisition process part and the monitoring of processing strain transducer part, institute during being excavated and being further applied load
State in tunnel model strain variation situation inside and outside section of jurisdiction；Displacement sensor portion is acquired and handled with the data acquisition process part
The data for dividing monitoring, the misalignment of the tunnel model during being excavated and being further applied load.
The technical solution that the embodiment of the present invention provides has the benefit that present invention measurement tunnel Water And Earth Pressures point
The experimental provision and method of cloth and tunnel deformation rule, the deformation of shield tunnel under capable of easily and effectively acting on deep excavation
Cheng Jinhang simulation, observation easily and effectively obtain shield tunnel Water And Earth Pressures Distribution and change under deep excavation, easily and effectively
Observation tunnel linear deformation feature and pipe ring deformation stress rule, facilitate propose consider deep excavation effect under pipe ring deformation
Design and calculation method establishes shield tunnel linear deformation under deep excavation and predicts calculation method, is close to shield tunnel under deep excavation
Structure safety analytical and reinforcing provide theoretical reference, and final reality reduces the target of similar engineering accident generation.And the present invention
Experimental provision part comparison it is common, assembling is simple.Method of operation in operation of the invention is simple, adaptable.
Detailed description of the invention
Fig. 1 is the schematic diagram of the experimental provision of present invention measurement tunnel Water And Earth Pressures distribution and tunnel deformation rule；
Fig. 2 is the dextrad cross-sectional view of Fig. 1；
Fig. 3 is the schematic diagram of the model casing in Fig. 1；
Fig. 4 is tunnel model by the schematic diagram of iron wire hook hanging；
(a), (b), (c), (d) and (e) in Fig. 5 are foundation pit back side pore water pressure sensor string, foundation pit back side respectively
The ipsilateral pore water pressure sensor string of soil pressure case string, foundation pit, the ipsilateral soil pressure case string of foundation pit and peripheral pore water pressure
The schematic diagram of sensor string；
Model tunnel model completes the master that equivalent stiffness measuring and calculating is carried out after 3 endless tube rings splice to (a) and (b) in Fig. 6 respectively
View and side view；
Model tunnel model completes the master that equivalent stiffness measuring and calculating is carried out after 11 endless tube rings splice to (a) and (b) in Fig. 7 respectively
View and side view；
Fig. 8 is tunnel model interannular shearing rigidity calibration schematic diagram.
Specific embodiment
To make the object, technical solutions and advantages of the present invention clearer, below in conjunction with attached drawing to embodiment party of the present invention
Formula is further described.
Referring to FIG. 1, the embodiment provides a kind of distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rules
Experimental provision, using the device can obtain building be suitable for deep excavation under the conditions of pipe ring outer surface Water And Earth Pressures distributed model institute
The data needed, including Work condition analogue part 2 and data acquisition process part 5, further include being embedded in the Work condition analogue part 2
Tunnel model 4 and monitoring part, the data acquisition process part 5 be set to the Work condition analogue part 2 except and with the prison
Part connection is surveyed to acquire and handle the data of monitoring part monitoring.
Fig. 1 and 3 are please referred to, the Work condition analogue part 2 is contained in model casing 1, and the size of the model casing 1 is respectively
Four side walls of 2m, 1m, 1.5m, the model casing 1 are made of four panels, and the panel uses high-strength armoured-glass system
Make, the bottom plate of the model casing 1 is processed using stainless steel plate, is confined on the outside of the model casing 1 using multiple groups channel steel 11, with true
Protect the overall stiffness of the model casing 1.It is located at the two longitudinal panels in the model casing 1 and is equipped with aperture 12, described in two
Aperture 12 is horizontal corresponding, and the cross section of aperture 12 is slightly larger than the cross section of the tunnel model 4, to facilitate the tunnel mould
The end of type 4 is inserted into the aperture 12, and in the present embodiment, the aperture 12 is through-hole.It wears the end of the tunnel model 4
Be inserted into it is described opening 12 after, the interannular gap between the aperture 12 and the outer wall of the tunnel model 4 be filled with fixation with
The glass cement of waterproof action, so that tunnel model 4 can be made to be fixed in the aperture 12 and prevent in the model casing 1
Water overflowed from the aperture 12.It is preferred that by the tunnel model 4 it is longitudinal be placed in the model casing 1 after, the tunnel
The end of model 4 does not protrude out the aperture 12, and concordant with the outside of the aperture 12.
Fig. 3 and Fig. 4 are please referred to, to ensure that the tunnel model 4 is horizontal during Work condition analogue part 2 is filled
State prevents it to be subjected to displacement during filling and the disadvantageous changes such as deformation: (1) truss is arranged on the channel steel 11, makes institute
State the top that truss is located at the model casing 1；(2) production iron wire hook 13 links up with 13 for the tunnel using multiple iron wires
Road model 4 is suspended on the truss, is then monitored part arrangement again and Work condition analogue part 2 is filled, complete filling
In experimentation afterwards, these iron wires hook 13 is cut, the tunnel model 4 is made to get rid of the influence and constraint of truss.
The Work condition analogue part 2 includes the soil body, and it is glutinous for dry sand, saturated sand or saturation once to test the soil body used
Soil.Dry sand described in the present embodiment and saturated sand are all made of domestic general Fujian standard sand soil, demarcate sand by sieve rain method
Soil compactness fills the infiltration coefficient of sand and saturated sand by the calibration of conventional permeability test, carries out the conventional examination of indoor geotechnique
It tests to obtain severe, the porosity of sand and saturated sand.Clear water is then further injected into for saturated sand, is allowed to be saturated, is stood
The side 48h can be tested.The saturation clay is configured using bentonite in powder, is accelerated to consolidate by surface load, be taken
Clay test, carries out results of permeability tests, demarcates clay infiltration coefficient, carries out laboratory soil test and obtains the weight of the test soil body
The routine geological parameter such as degree, water content, void ratio is obtained and is not arranged within the scope of soil depth by miniature vane shear test
Water shearing strength
Fig. 1 and Fig. 2 are please referred to, digging in the Work condition analogue part 2 has foundation pit 3, and several foundation pit supports 8 support the base
The crater wall in hole 3 is to be further applied load to wherein one or multiple crater walls.
Specifically, the foundation pit 3 is set to the lateral side of the tunnel model 4, when the preferably described foundation pit 3 extends downwardly not
It can intersect with the tunnel model 4.The foundation pit 3 includes four crater walls for surrounding frame shape, and preferably the frame shape is rectangle, complete institute
The size for stating foundation pit 3 is 500mm (length) × 300mm (width) × 500 mm (depth).In four crater wall, two crater walls are located at laterally,
Two crater walls are located at longitudinal direction, are the Part portions of 1 one tank wall of model casing positioned at a lateral wherein crater wall, positioned at the another of transverse direction
One crater wall is relative to other crater walls closer to the tunnel model 4.It is longitudinal closer to the lateral crater wall of the tunnel model 4 and two
Crater wall is externally provided with pattern foundation pit supporting structure 7, that is, share three described in pattern foundation pit supporting structure 7.
Referring to FIG. 2, each pattern foundation pit supporting structure 7 is made of aluminium sheet, the lower end of the pattern foundation pit supporting structure 7 is lower than the base
The hole bottom in hole 3, and the length for being located at the pattern foundation pit supporting structure 7 under the bottom of complete foundation pit 3 hole cheats deep one greater than the foundation pit 3
Half.In the present embodiment, the buried depth of the pattern foundation pit supporting structure 7 is 800mm, than the depth also depth 300mm of complete foundation pit 3.
The pattern foundation pit supporting structure 7 is selected with a thickness of b, the aluminium sheet that length is h, elasticity modulus E, then aluminium sheet bending stiffness isIn the case where length is certain, the stiffness variation of supporting construction is simulated by choosing different-thickness aluminium sheet.
Please refer to Fig. 1 and Fig. 2, the foundation pit support 8 includes multilayer, every layer of foundation pit support 8 include cross-brace and
Longitudinal bracing, the longitudinal bracing are further applied load to corresponding two crater wall by supporting two pattern foundation pit supporting structures 7 for being located at longitudinal direction, institute
Cross-brace is stated to be located between lateral pattern foundation pit supporting structure 7 and lateral crater wall on the other side by supporting come to equipped with pattern foundation pit supporting structure
7 lateral crater wall is further applied load.Each cross-brace and longitudinal bracing include jack 81, and the one of the jack 81
Hold-down support 82 is fixed at end, and the other end is fixed on bracket 83, and the hold-down support 82 is fixed on the corresponding pattern foundation pit supporting structure 7
Or on tank wall, the jack 81 supports corresponding pattern foundation pit supporting structure 7 by the bracket 83, is protected by the bracket 83
Pattern foundation pit supporting structure 7, prevent that the contact surface between jack 81 and pattern foundation pit supporting structure 7 is too small, pressure is excessive and damage pattern foundation pit supporting structure 7 or
Make 7 torsional deformation of pattern foundation pit supporting structure beyond the range allowed.
Fig. 2 and Fig. 5 are please referred to, the monitoring portion point includes the water of the hydraulic pressure of 4 periphery of 3 periphery of monitoring foundation pit and tunnel model
Pressure sensor part, the soil pressure case part for monitoring the peripheral soil pressure of foundation pit 3 further include that monitoring excavation pit is in the process and described
The diaphragm pressure sensor of the external and internal pressure situation of change of the tunnel model 4 during foundation pit supports 8 pairs of crater walls to be further applied load
Partially, the displacement sensor part that the strain transducer part of inside and outside stress variation situation and tunnel model 4 are displaced.
Fig. 2 and Fig. 5 are please referred to, specifically, the water pressure sensor part includes the foundation pit positioned at 3 back side of excavation pit
Back side pore water pressure sensor string 92 positioned at the ipsilateral pore water pressure sensor string 91 of the ipsilateral foundation pit of excavation pit and is located at
The peripheral pore water pressure sensor string 93 of 4 periphery of tunnel model；The soil pressure sensor part includes being located at excavation pit
The foundation pit back side soil pressure case string 95 of back side and positioned at the ipsilateral soil pressure sensor string 94 of the ipsilateral foundation pit of excavation pit 3；Position
Sensor in the ipsilateral sensor string of excavation pit 3 is in the downside of foundation pit 3, positioned at the sensor of 3 back side of excavation pit
Sensor in string is uniformly distributed on the downside of 2 surface of Work condition analogue part to the tunnel model 4.
Referring to FIG. 5, the bottom wall of the model casing 1 is equipped with several button holes 15；Each sensor string includes 98 He of steel wire
Several corresponding sensors being fixed on the steel wire 98, the steel wire 98 in the ipsilateral each sensor string with back side of foundation pit
Only one, the truss is fixed in the upper end of the steel wire 98, and the corresponding button hole 15, and the steel wire 98 are fixed in lower end
It is vertically arranged；Steel wire 98 in each peripheral pore water pressure sensor string 93 include steel wire frame 982 and with the steel wire
Several wires 981 that the frame angle of frame 982 connects one to one, the steel wire being connect with the frame angle of the upper end of the steel wire frame 982
The truss is fixed in the upper end of line 981, and the lower end for the wire 981 connecting with the frame angle of the lower end of the steel wire frame 982 is solid
It is passed due to being uniformly fixed with several peripheral water pressures on each steel wire side in the corresponding button hole 15, the steel wire frame 982
Sensor, the tunnel model 4 pass through from the steel wire frame 982 and several peripheral hydraulic pressure sensors are made to be located on the tunnel
The periphery of road model 4.
Fig. 2 and Fig. 6 are please referred to Fig. 8, the tunnel model 4 by multiple circular ring shapes pipe ring 41 it is longitudinal spliced form, institute
Stating diaphragm pressure sensor part includes several diaphragm pressure sensors 96, these diaphragm pressure sensors 96 are uniformly distributed in
The inside and outside side of the pipe ring 41；The strain transducer part includes several resistance strain sensors 97, these resistance-strains
Sensor 97 is uniformly distributed in the inside and outside side of the pipe ring 41 and arranged in a crossed manner with diaphragm pressure sensor 96；Institute's rheme
Displacement sensor part includes several LVDT displacement sensors 99, these LVDT displacement sensors 99 it is vertical be set to the pipe ring
41 medial surface.Each pipe ring 41 includes multiple sections of jurisdiction 411 being sequentially connected end to end, these sections of jurisdiction 411 form the annulus
Shape, the seam in the same pipe ring 41 between the two adjacent sections of jurisdiction 411 are and longitudinal parallel longitudinal joint two adjacent institutes
State the longitudinal joint mutual dislocation in pipe ring 41；The seam crossing and section of jurisdiction 411 of pipe ring 41 and pipe ring 41 and the seam crossing of section of jurisdiction 411 apply
Water-repellent paint is wiped with so that tunnel model 4 is waterproof in experimentation.
After several pipe rings 41 are spliced into the tunnel model 4, need to carry out equivalent stiffness measuring and calculating to pipe ring 41.It please join
Fig. 6 is examined, after each model tunnel model completes the splicing of 3 endless tube rings: so that support 202 is supported the lateral surface of this 3 endless tube ring upwards,
Apply counterweight 201 in the top of every 41 lateral surface of endless tube ring, classification is carried out to every endless tube ring 41 by the counterweight 201 and is added
It carries, each section of jurisdiction 411 in pipe ring 41 described in every ring is equipped with the LVDT displacement sensor 99 vertical with the section of jurisdiction, utilizes
When the counterweight 201 carries out being classified vertical load to the pipe ring 411,411 transversely deforming of pipe ring and longitudinal flexure, then base are measured
In structural theory, the vertical and horizontal bending stiffness of tunnel model 4 is obtained, the spring pivotal that back analysis obtains tunnel connector is rigid
Degree.Fig. 7 and Fig. 8 are please referred to, after the splicing that each model tunnel model completes 11 endless tube rings: separating two supports in the longitudinal direction
Setting, supports the lateral surface of the pipe ring 41 at the both ends in 11 endless tube rings by two supports 202 respectively, remaining in 11 pipe rings
The lower end of the lateral surface of pipe ring it is hanging and vertical be equipped with LVDT displacement sensor 99, be located at the outer of the 6th pipe ring of middle
The upper end of side applies vertical load by counterweight 201, carries out hierarchical loading to the pipe ring 41 using the counterweight 201, i.e.,
Fixed adjacent endless tube ring 41 applies vertical load to intermediate endless tube ring 41, until destroying, demarcates interannular joints shear stiffness parameters
Value.
The vertical and horizontal bending stiffness of above-mentioned tunnel model 4, the spring pivotal rigidity of tunnel connector and interannular are connect
Essential attribute parameter of the head shearing rigidity parameter value as tunnel model 4 before excavation pit, by measuring this row essential attribute ginseng
Number provides reference come the experiment for the later period and compares foundation, so as to which more accurately auxiliary building is suitable for deep excavation condition
Down tube ring outer surface Water And Earth Pressures distributed model.
Referring to FIG. 2, the cutting depth of the foundation pit 3 is 500mm, points of 4 times excavations excavate take the native depth to be every time
125mm, in the model, 1 side wall marks depth, by artificial soil digging mode, slowly excavates.After the completion of excavating every time, installation
One layer of foundation pit support 8.After 1st~3rd time is excavated, 1~3 layer of foundation pit support 8 is installed respectively.It is controlled by computer 6, determination is applied
Add 81 load magnitude of jack.The distribution of 4 surface water pressure of tunnel model is special under 7 rigidity condition of different pattern foundation pit supporting structures in order to obtain
The length travel changing rule of sign and tunnel, it is every to apply different 81 magnitudes of jack, record different water, soil pressure sensing
Outside diaphragm pressure sensor in device, tunnel, side resistance strain transducer inside and outside tunnel, LVDT displacement sensor 99 on the inside of tunnel
And the reading of LVDT displacement sensor 99.One end of one water pipe 101 is inserted under the hole bottom of the foundation pit 3, and the other end stretches out
The foundation pit 3 is simultaneously connect with suction pump 102, is taken the precipitation in the foundation pit 3 away by the suction pump 102 and is made the foundation pit
Under precipitation face in 3 is kept under the hole bottom 30mm of the foundation pit 3.Under soil body saturated conditions, using drip pump 102
Draining, to simulate 3 Precipitation Process of foundation pit.
Fig. 1 and Fig. 2 are please referred to, 3 sections are chosen from the tunnel model 4 in the simulation box 1 as monitoring
Then section is monitored it using the monitoring part, these three monitoring sections are followed successively by section A, section B, section C, it
The conllinear and intermediate section B alignment foundation pit 3 in center center, the two sides section B are respectively section A and section C, section A and
Distance of the section C apart from section B is identical.The content of monitoring includes soil pressure, pore water pressure distribution and tunnel outer surface water
Pressure and pipe ring strain, while monitoring model tunnel vertical equity misalignment.
During the application of the excavation and load, using the data acquisition process part 5, whole process acquires each biography
Sensor reading: the data of hydraulic pressure sensor part monitoring are acquired and handled using data acquisition process part 5, obtain the tunnel
The distribution characteristics of 4 surface water pressure of model；Diaphragm pressure sensor portion is acquired and handled using the data acquisition process part 5
The data for dividing monitoring, the external and internal pressure situation of change of the tunnel model 4 during being excavated and being further applied load；Using described
The data of the acquisition of data acquisition process part 5 and the monitoring of processing strain transducer part, during being excavated and being further applied load
The inside and outside strain variation situation of the tunnel model 4；Displacement sensor portion is acquired and handled with the data acquisition process part 5
The data for dividing monitoring, the misalignment of the tunnel model 4 during being excavated and being further applied load.
Fig. 1 and Fig. 2 are please referred to, the embodiment provides a kind of distribution of measurement tunnel Water And Earth Pressures and tunnel deformations
The experimental method of rule can obtain building suitable for pipe ring outer surface Water And Earth Pressures distributed mode under the conditions of deep excavation using this method
Data needed for type, mainly include the following steps:
S1: building model casing 1, builds waterproof tunnel model 4, and the soil body of Work condition analogue part 2 is built in selection, will be described
Tunnel model 4 is longitudinal and horizontal to be placed in the model casing 1.
The simulation box 1, fluid-tight tunnel model 4 structure feature recorded above, details are not described herein.Selection
Sand is such as selected when the soil body.The almost the same tunnel model 4 of at least multiple conditions is put up, a reserved tunnel model 4 is used for
The distribution of tunnel Water And Earth Pressures and the experiment of tunnel deformation rule are measured, other tunnel models 4 are for tested to obtain these
The essential attribute parameter of tunnel model obtains the average essential attribute parameter of tunnel model 4 in the way of averaging.
S2: the water pressure of the hydraulic pressure for monitoring foundation pit periphery and tunnel model periphery is disposed to pass in the model casing 1
Sensor part and soil pressure sensor part for monitoring foundation pit periphery soil pressure, while also to be disposed in the model casing
For monitor during excavation pit and foundation pit support be further applied load to crater wall during the external and internal pressure of the tunnel model become
Change the position of the diaphragm pressure sensor part of situation, the strain transducer part of inside and outside stress variation situation and tunnel model displacement
Displacement sensor part, then fills the soil body.
Specifically, truss is fixedly placed in 1 top of model casing by production truss firstly, tying up channel steel 11；Secondly, according to
The sensor depth of burying is pasted each sensor on steel wire 98, and sensor string is formed.Again, according to sensor plane
Position is placed on each sensor string on designated position, by being connected for lower part steel wire 98 and button hole 15, realizes sensor position
The positioning and fixation set.It is debugged again after each sensor is embedded, it is ensured that each working sensor state is complete before the soil body fills
It is good.
S3: at least three pattern foundation pit supporting structures 7 are set in the lateral side of the tunnel model 4, are surrounded in the pattern foundation pit supporting structure 7
In the range of excavation pit 3, precipitation is kept during excavation, the same foundation pit 3 excavates several times, one depthkeeping of every digging
Degree is arranged one layer of foundation pit support 8, supports the crater wall of 8 pairs of foundation pits 3 to be further applied load by the base, record digging process in real time
Neutralize hydraulic pressure sensor part, soil pressure case part, diaphragm pressure sensor part, strain transducer during implementing load
The data of part and the monitoring of displacement sensor part.
S4: excavating four times, and three layers of the setting foundation pit support 8 takes the drop in the foundation pit 3 away using suction pump 102
Water is maintained at the precipitation in the foundation pit 3 under 3 bottom wall of foundation pit.
S5: the data of hydraulic pressure sensor part monitoring are acquired and handled using data acquisition process part 5, obtain the tunnel
The distribution characteristics of 4 surface water pressure of road model；Diaphragm pressure sensor is acquired and handled using the data acquisition process part 5
The data of part monitoring, the external and internal pressure situation of change of the tunnel model 4 during being excavated and being further applied load；Using institute
State the data of the acquisition of data acquisition process part 5 and the monitoring of processing strain transducer part, process of being excavated and be further applied load
Described in tunnel model 4 inside and outside strain variation situation；Displacement sensor is acquired and handled with the data acquisition process part 5
The data of part monitoring, the misalignment of the tunnel model 4 during being excavated and being further applied load.
It is distribution characteristics based on these above-mentioned 4 surface water pressures of tunnel model, described during excavating and being further applied load
The external and internal pressure situation of change of tunnel model 4, excavate and during being further applied load the tunnel model 4 inside and outside strain variation
Situation and excavate and the be further applied load misalignment of the tunnel model 4 and the average basic category of tunnel model 4 in the process
Property parameter, it is auxiliary come in the case where foundation meets that engineering is actual and induces close to deep excavation before shield tunnel construction security computing model
Building is helped to be suitable for pipe ring outer surface Water And Earth Pressures distributed model under the conditions of deep excavation.
Finish the soil body be dry sand experiment after, in recycle-water soil pressure sensor, tunnel outside diaphragm pressure sensor,
Side resistance strain transducer, tunnel inside LVDT displacement sensor and LVDT displacement sensor, slowly remove base inside and outside tunnel
The pattern foundation pit supporting structure and branch foundation pit of pit device support, and are slowly withdrawn tunnel model, and the soil body in model casing is cleaned out.For
The experiment of subsequent saturated sand and saturated clay is prepared.
In order to do excavate the soil body be saturated sand simulated experiment, the production of duplication model case, soil excavation, pattern foundation pit supporting structure,
The disassembly of data collection and analysis, model acquires using data acquisition process part and handles hydraulic pressure sensor portion by test
The data for dividing monitoring, obtain the distribution characteristics of tunnel model surface water pressure；It is adopted using the data acquisition process part
The data of collection and the monitoring of processing diaphragm pressure sensor part, the tunnel model is interior during being excavated and being further applied load
External pressure situation of change；The data that the monitoring of strain transducer part is acquired and handled using the data acquisition process part, are obtained
The inside and outside strain variation situation of the tunnel model to during excavating and be further applied load；It is adopted with the data acquisition process part
The data of collection and the monitoring of processing displacement sensor part, the displacement feelings of the tunnel model during being excavated and being further applied load
Condition.
In order to do excavate the soil body be saturation clay simulated experiment, the production of duplication model case, soil excavation, pattern foundation pit supporting structure,
The disassembly of data collection and analysis, model, for being saturated clay, by test of many times, skilled grasp controls pump drainage speed of drawing water
Rate keeps water level at the 30mm of excavation face lower part.By test, hydraulic pressure sensing is acquired and handled using data acquisition process part
The data of device part monitoring, obtain the distribution characteristics of tunnel model surface water pressure；Using the data acquisition process portion
Divide the data of acquisition and the monitoring of processing diaphragm pressure sensor part, the tunnel model during being excavated and being further applied load
External and internal pressure situation of change；The number of strain transducer part monitoring is acquired and handled using the data acquisition process part
According to the inside and outside strain variation situation of model tunnel pipe ring strain during being excavated and being further applied load；With the data
The data of the acquisition of acquisition process part and the monitoring of processing displacement sensor part, the tunnel during being excavated and being further applied load
The misalignment of road model.
The technical solution that the embodiment of the present invention provides has the benefit that present invention measurement tunnel Water And Earth Pressures point
The experimental provision and method of cloth and tunnel deformation rule, the deformation of shield tunnel under capable of easily and effectively acting on deep excavation
Cheng Jinhang simulation, observation easily and effectively obtain shield tunnel Water And Earth Pressures Distribution and change under deep excavation, easily and effectively
Observation tunnel linear deformation feature and pipe ring deformation stress rule, facilitate propose consider deep excavation effect under pipe ring deformation
Design and calculation method establishes shield tunnel linear deformation under deep excavation and predicts calculation method, is close to shield tunnel under deep excavation
Structure safety analytical and reinforcing provide theoretical reference, and final reality reduces the target of similar engineering accident generation.And the present invention
Experimental provision part comparison it is common, assembling is simple.Method of operation in operation of the invention is simple, adaptable.
Herein, the nouns of locality such as related front, rear, top, and bottom are to be located in figure with components in attached drawing and zero
Part mutual position defines, only for the purpose of expressing the technical solution clearly and conveniently.It should be appreciated that the noun of locality
Use should not limit the claimed range of the application.
In the absence of conflict, the feature in embodiment and embodiment herein-above set forth can be combined with each other.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and
Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. the experimental provision of a kind of measurement tunnel Water And Earth Pressures distribution and tunnel deformation rule, it is characterised in that: including operating condition mould
Quasi- part and data acquisition process part further include tunnel model and the monitoring part for being embedded in the Work condition analogue part, institute
It states to dig in Work condition analogue part and has foundation pit, several foundation pits support the crater wall of the foundation pit to wherein one or multiple holes
Wall is further applied load, and the monitoring portion point includes the water pressure sensor portion of monitoring foundation pit periphery and tunnel model periphery water pressure
Point, monitoring foundation pit periphery soil pressure soil pressure sensor part, further include monitoring excavation pit during and the foundation pit branch
Support diaphragm pressure sensor part, the tunnel of tunnel model outer surface pressure changing during being further applied load to crater wall
The displacement sensor part of the strain transducer part of strain variation situation and tunnel model displacement, the data are adopted inside and outside model
Collection processing unit is divided into except the Work condition analogue part and connect with the monitoring part to acquire and handle the monitoring portion
Divide the data of monitoring.
2. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as described in claim 1
In: the Work condition analogue is partially housed in model casing, the tunnel model along longitudinal direction be set to the model casing in；The base
Hole is set to the side of the tunnel model transverse direction, and the foundation pit includes four crater walls for surrounding frame shape, and two crater walls are located at laterally, two holes
Wall is located at longitudinal, is the Part portions of one tank wall of model casing positioned at a lateral wherein crater wall, outside crater wall described in excess-three
Equipped with pattern foundation pit supporting structure, the foundation pit support includes cross-brace and longitudinal bracing, and the longitudinal bracing is located at longitudinal by support
Two pattern foundation pit supporting structures be further applied load to corresponding two crater wall, the cross-brace by support be located at lateral pattern foundation pit supporting structure and
It is further applied load between transverse direction crater wall on the other side to the lateral crater wall for being equipped with pattern foundation pit supporting structure.
3. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 2
In: the model casing makees its four tank walls using four panels made of tempered glass, makees it using stainless steel plate
Bottom wall is located at the two longitudinal panels in the model casing and is equipped with aperture, and two open pore levels are corresponding, the tunnel mould
The both ends of type respectively penetrate in two apertures, and the interannular gap filling between the aperture and the outer wall of the tunnel model
There is fixed and waterproof action glass cement.
4. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 2
In: the hydraulic pressure sensor part include positioned at the foundation pit back side pore water pressure sensor string of excavation pit back side, positioned at opening
It digs the ipsilateral ipsilateral pore water pressure sensor string of foundation pit of foundation pit and the peripheral pore water pressure positioned at tunnel model periphery senses
Device string；The soil pressure case part includes positioned at the foundation pit back side soil pressure case string of excavation pit back side and positioned at excavation base
Cheat the ipsilateral soil pressure case string of ipsilateral foundation pit；Sensor in the sensor string ipsilateral positioned at excavation pit is under foundation pit
Side, the sensor in the sensor string of excavation pit back side is under the Work condition analogue part of the surface to the tunnel model
Side is uniformly distributed.
5. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 4
In: four panel peripheries of the model casing are equipped with the channel steel of at least one set of reinforcing, and the channel steel is equipped with truss, the purlin
Frame is located at the top of the model casing, and the bottom wall of the model casing is equipped with several button holes；Each sensor string include steel wire and
Several corresponding sensors being fixed on the steel wire, the steel wire in the ipsilateral each sensor string with back side of foundation pit only have
One, the truss is fixed in the upper end of the steel wire, and the corresponding button hole is fixed in lower end, and the steel wire is vertically arranged；
Steel wire in each peripheral pore water pressure sensor string includes steel wire frame and corresponds with the frame angle of the steel wire frame
The truss is fixed in several wires of connection, the upper end for the wire connecting with the frame angle of the upper end of the steel wire frame, with
The corresponding button hole is fixed in the lower end of the wire of the frame angle connection of the lower end of the steel wire frame, each in the steel wire frame
Several peripheral hydraulic pressure sensors are uniformly fixed on steel wire side, the tunnel model passes through from the steel wire frame and makes several
The periphery hydraulic pressure sensor is located on the periphery of the tunnel model.
6. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 2
In: each pattern foundation pit supporting structure is made of aluminium sheet, and the lower end of the pattern foundation pit supporting structure is lower than the hole bottom of the foundation pit, and is located at base
The length of the pattern foundation pit supporting structure under the bottom of hole hole is greater than the half of the hole depth of the foundation pit；The base is inserted into one end of one water pipe
Under the hole bottom in hole, the other end stretches out the foundation pit and connect with suction pump, is taken away in the foundation pit by the suction pump
Precipitation and under keeping precipitation face in the foundation pit under the hole bottom of the foundation pit.
7. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 2
In: the tunnel model by multiple circular ring shapes pipe ring it is longitudinal spliced form, the diaphragm pressure sensor part includes several
Diaphragm pressure sensor, these diaphragm pressure sensors are uniformly distributed in the inside and outside side of the pipe ring；The strain sensing
Device part includes several resistance strain sensors, these resistance strain sensors are uniformly distributed in the medial and lateral of the pipe ring
Face and arranged in a crossed manner with diaphragm pressure sensor；Institute's displacement sensors part includes several LVDT displacement sensors, these
The vertical medial surface set on the pipe ring of LVDT displacement sensor.
8. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as claimed in claim 7
It include multiple sections of jurisdiction being sequentially connected end to end in: each pipe ring, these sections of jurisdiction form the circular ring shape, in the same pipe ring
Seam between the section of jurisdiction of adjacent two is the longitudinal joint parallel with longitudinal direction, and the longitudinal joint in the pipe ring of adjacent two is mutually wrong
Position；The seam crossing and section of jurisdiction of pipe ring and pipe ring and the seam crossing of section of jurisdiction are coated with water-repellent paint so that tunnel model in experimentation
It is waterproof.
9. the experimental provision of the distribution of measurement tunnel Water And Earth Pressures and tunnel deformation rule, feature exist as described in claim 1
In: the Work condition analogue part includes the soil body, tests the soil body used once as dry sand, saturated sand or saturation clay.
10. the experimental method of a kind of measurement tunnel Water And Earth Pressures distribution and tunnel deformation rule, which is characterized in that including walking as follows
It is rapid:
S1: building model casing, builds waterproof tunnel model, the soil body of Work condition analogue part is built in selection, by the tunnel mould
Type is longitudinal and horizontal to be placed in the model casing；
S2: the water pressure sensor portion for monitoring foundation pit periphery and tunnel model periphery water pressure is disposed in the model casing
Point and the soil pressure sensor part for monitoring foundation pit periphery soil pressure, while also to dispose in the model casing for monitoring
During excavation pit and foundation pit supports tunnel model outer surface pressure changing during being further applied load to crater wall
The position of the strain transducer part of stress variation situation and tunnel model displacement inside and outside diaphragm pressure sensor part, tunnel model
Displacement sensor part, then fills the soil body；
S3: at least three pattern foundation pit supporting structures are set in the side of the tunnel model transverse direction, in the range of the pattern foundation pit supporting structure surrounds
Excavation pit keeps precipitation during excavation, and the same foundation pit excavates several times, every digging certain depth, is arranged one layer
Foundation pit support, is further applied load to the crater wall of foundation pit by base support, records in digging process and implement load mistake in real time
Water pressure sensor part, soil pressure sensor part, diaphragm pressure sensor part, strain transducer part and displacement in journey
The data of Sensor section monitoring；
S4: excavating four times, and three layers of the setting foundation pit support takes the precipitation in the foundation pit away using suction pump, make the base
Precipitation in hole is maintained under foundation pit bottom wall；
S5: the data of hydraulic pressure sensor part monitoring are acquired and handled using data acquisition process part, obtain the tunnel mould
The distribution characteristics of type surface water pressure；Diaphragm pressure sensor part prison is acquired and handled using the data acquisition process part
The data of survey, tunnel model outer surface pressure changing during being excavated and being further applied load；Using the data
The data of the acquisition of acquisition process part and the monitoring of processing strain transducer part, the tunnel during being excavated and being further applied load
Strain variation situation inside and outside section of jurisdiction in road model；Displacement sensor part prison is acquired and handled with the data acquisition process part
The data of survey, the misalignment of the tunnel model during being excavated and being further applied load.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110188413A (en) * | 2019-05-13 | 2019-08-30 | 浙江大学城市学院 | The prediction technique that side shield tunnel confining pressure caused by a kind of excavation of foundation pit changes |
| CN110727985A (en) * | 2019-09-30 | 2020-01-24 | 天津大学 | Method for predicting vertical deformation of existing subway tunnel adjacent to foundation pit engineering |
| CN111896370A (en) * | 2020-07-24 | 2020-11-06 | 中交第二公路勘察设计研究院有限公司 | Geotechnical centrifugal model test device and method based on 3D printing |
| CN112229981A (en) * | 2020-10-30 | 2021-01-15 | 东南大学 | Device for simulating comprehensive influence of foundation pit excavation and multi-gradient precipitation on tunnel |
| CN113188692A (en) * | 2021-04-29 | 2021-07-30 | 中铁南方投资集团有限公司 | Soil and water pressure monitoring early warning device |
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| CN114134946A (en) * | 2021-11-23 | 2022-03-04 | 中国水利水电第七工程局有限公司 | Device and method for testing influence of support expansion and contraction in foundation pit on adjacent vertical shaft |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457533A (en) * | 2007-12-13 | 2009-06-17 | 上海隧道工程股份有限公司 | Foundation ditch digging real-time detection method |
| JP2009236802A (en) * | 2008-03-28 | 2009-10-15 | Railway Technical Res Inst | Three-dimensional tunnel loading simulation device |
| CN105839679A (en) * | 2016-04-25 | 2016-08-10 | 上海理工大学 | Model test device for simulating influence of excavation of double underground diaphragm wall foundation pits on converging deformation of tunnel |
| CN105863734A (en) * | 2016-05-20 | 2016-08-17 | 天津大学 | Device for simulating and monitoring existing tunnel during excavation of double-track tunnel |
| CN106339554A (en) * | 2016-08-29 | 2017-01-18 | 浙江大学城市学院 | Method for caculating displacement of nearby existing subway tunnel due to foundation pit excavation |
| CN107621325A (en) * | 2017-09-30 | 2018-01-23 | 青岛理工大学 | A kind of nonmetallic anti-float anchor rod multiple solutions shear stress joint test device |
| CN108132114A (en) * | 2017-12-13 | 2018-06-08 | 同济大学 | One kind is used for centrifugal model test tunnel model surface pressing harvester |
| CN207728372U (en) * | 2017-12-07 | 2018-08-14 | 广州地铁设计研究院有限公司 | A kind of duct pieces of shield tunnel interannular device for pressure measurement |
| CN108460185A (en) * | 2018-01-31 | 2018-08-28 | 浙江大学城市学院 | Excavation influences numerical analysis method to neighbouring existing vcehicular tunnel and power pipeline |
| CN108868801A (en) * | 2018-08-27 | 2018-11-23 | 郑州大学 | A kind of model shielding machine that can simulate slip casting |
| CN209280028U (en) * | 2018-12-19 | 2019-08-20 | 中国地质大学（武汉） | Measure the experimental provision of the distribution of tunnel Water And Earth Pressures and tunnel deformation rule |
-
2018
- 2018-12-19 CN CN201811559446.2A patent/CN109682416A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101457533A (en) * | 2007-12-13 | 2009-06-17 | 上海隧道工程股份有限公司 | Foundation ditch digging real-time detection method |
| JP2009236802A (en) * | 2008-03-28 | 2009-10-15 | Railway Technical Res Inst | Three-dimensional tunnel loading simulation device |
| CN105839679A (en) * | 2016-04-25 | 2016-08-10 | 上海理工大学 | Model test device for simulating influence of excavation of double underground diaphragm wall foundation pits on converging deformation of tunnel |
| CN105863734A (en) * | 2016-05-20 | 2016-08-17 | 天津大学 | Device for simulating and monitoring existing tunnel during excavation of double-track tunnel |
| CN106339554A (en) * | 2016-08-29 | 2017-01-18 | 浙江大学城市学院 | Method for caculating displacement of nearby existing subway tunnel due to foundation pit excavation |
| CN107621325A (en) * | 2017-09-30 | 2018-01-23 | 青岛理工大学 | A kind of nonmetallic anti-float anchor rod multiple solutions shear stress joint test device |
| CN207728372U (en) * | 2017-12-07 | 2018-08-14 | 广州地铁设计研究院有限公司 | A kind of duct pieces of shield tunnel interannular device for pressure measurement |
| CN108132114A (en) * | 2017-12-13 | 2018-06-08 | 同济大学 | One kind is used for centrifugal model test tunnel model surface pressing harvester |
| CN108460185A (en) * | 2018-01-31 | 2018-08-28 | 浙江大学城市学院 | Excavation influences numerical analysis method to neighbouring existing vcehicular tunnel and power pipeline |
| CN108868801A (en) * | 2018-08-27 | 2018-11-23 | 郑州大学 | A kind of model shielding machine that can simulate slip casting |
| CN209280028U (en) * | 2018-12-19 | 2019-08-20 | 中国地质大学（武汉） | Measure the experimental provision of the distribution of tunnel Water And Earth Pressures and tunnel deformation rule |
Non-Patent Citations (1)
| Title |
|---|
| 胡欣;: "模型试验模拟不同工况下基坑开挖对既有隧道的影响", 路基工程, no. 06, pages 151 - 155 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110188413A (en) * | 2019-05-13 | 2019-08-30 | 浙江大学城市学院 | The prediction technique that side shield tunnel confining pressure caused by a kind of excavation of foundation pit changes |
| CN110727985A (en) * | 2019-09-30 | 2020-01-24 | 天津大学 | Method for predicting vertical deformation of existing subway tunnel adjacent to foundation pit engineering |
| CN110727985B (en) * | 2019-09-30 | 2023-10-20 | 天津大学 | Prediction method for vertical deformation of existing subway tunnel adjacent to foundation pit engineering |
| CN111896370A (en) * | 2020-07-24 | 2020-11-06 | 中交第二公路勘察设计研究院有限公司 | Geotechnical centrifugal model test device and method based on 3D printing |
| CN111896370B (en) * | 2020-07-24 | 2023-11-14 | 中交第二公路勘察设计研究院有限公司 | Geotechnical centrifugal model test device and geotechnical centrifugal model test method based on 3D printing |
| CN112229981A (en) * | 2020-10-30 | 2021-01-15 | 东南大学 | Device for simulating comprehensive influence of foundation pit excavation and multi-gradient precipitation on tunnel |
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| CN113188692B (en) * | 2021-04-29 | 2022-11-18 | 中铁南方投资集团有限公司 | Soil and water pressure monitoring early warning device |
| CN113701706A (en) * | 2021-08-20 | 2021-11-26 | 南京大学（苏州）高新技术研究院 | Tunnel deformation monitoring optical fiber testing method and system |
| CN113701706B (en) * | 2021-08-20 | 2023-08-04 | 南京大学（苏州）高新技术研究院 | Tunnel deformation monitoring optical fiber testing method and system |
| CN114134946A (en) * | 2021-11-23 | 2022-03-04 | 中国水利水电第七工程局有限公司 | Device and method for testing influence of support expansion and contraction in foundation pit on adjacent vertical shaft |
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