CN103278376A - Test device of stability control model of earth pressure balance shield excavation surface - Google Patents

Test device of stability control model of earth pressure balance shield excavation surface Download PDF

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Publication number
CN103278376A
CN103278376A CN2013102058892A CN201310205889A CN103278376A CN 103278376 A CN103278376 A CN 103278376A CN 2013102058892 A CN2013102058892 A CN 2013102058892A CN 201310205889 A CN201310205889 A CN 201310205889A CN 103278376 A CN103278376 A CN 103278376A
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CN
China
Prior art keywords
excavation
pressure
soil sample
pressure control
semicircle
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CN2013102058892A
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Chinese (zh)
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CN103278376B (en
Inventor
陈仁朋
汤旅军
尹鑫晟
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浙江大学
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Publication of CN103278376A publication Critical patent/CN103278376A/en
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Publication of CN103278376B publication Critical patent/CN103278376B/en

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Abstract

The invention discloses a test device of a stability control model of an earth pressure balance shield excavation surface. The test device of the stability control model of the earth pressure balance shield excavation surface comprises an earth sample cabin, a pressure control cabin and a water storage tank, wherein a support block is installed at the bottom of the earth sample cabin, and is provided with a semispherical shield shell; an opening of the shield shell is provided with an excavation panel; an earth sample is filled in the lower part of the earth sample cabin; a pore pressure sensor is embedded in the earth sample, and vertical LVDT (linear variable differential transformer) displacement sensors are arranged on the surface of the earth sample; overflow holes are formed in a vertical baffle plate of the shield shell; the pressure control cabin is positioned at the left side of the earth sample cabin; a support is placed at the bottom of the pressure control cabin, and is provided with a hydraulic oil cylinder which is connected with the excavation panel through a pressure sensor and is provided with LVDTs; and the water storage tank is positioned below the earth sample cabin and the pressure control cabin, and is connected with a water discharge pipe. Different buried depths and water levels are simulated; the excavation surface is out of stability through pushing the excavation panel backward; the panel displacement and supporting and protecting pressure are monitored; the instability mode of the earth pressure balance shield excavation surface is detected; the supporting and protecting pressure of the excavation surface is disclosed; and the earth pressure balance shield construction is instructed.

Description

Earth pressure balanced shield, EPBS excavation face stability control model test apparatus
Technical field
The present invention relates to a kind of earth pressure balanced shield, EPBS model test apparatus, especially relate to a kind of earth pressure balanced shield, EPBS excavation face stability control model test apparatus.
Background technology
Earth pressure balanced shield, EPBS is the main construction in tunnels such as city underground, mistake river passage.In the shield driving process, because supporting pressure excavation face unstability, the surface doming accident that causes out of control happens occasionally in the pressurized capsule.The control that shield machine acts on supporting pressure on the excavation face is to keep stable important channel.The face that clearly excavates instability Mechanism when pressure is too small is to realize the control of excavation face supporting power and the key that prevents from excavating face unstability accident.
But think in the engineering that at present tunnel excavation face unstability pattern is that quadrilateral prism and the sphenoid that extends to the face of land formed in the sand, calculate excavation face minimal support power thus.And therefore failure mode and the supporting power size of field measurement when being difficult to obtain the unstability of the face that excavates need clearly excavate face unstability pattern, supporting power and the relation of excavation towards intrinsic displacement by model test.
Summary of the invention
The object of the present invention is to provide a kind of earth pressure balanced shield, EPBS excavation face stability control model test apparatus, obtain excavation face instability Mechanism by monitoring excavation face displacement and supporting pressure.
The technical solution used in the present invention is as follows:
Comprise the soil sample cabin, pressure control cabinet and water storage box, pressure control cabinet are positioned at left side, soil sample cabin, and water storage box is positioned at soil sample cabin and pressure control cabinet below; Wherein: the soil sample cabin: sand bedding course is arranged in the bottom, geotextile is arranged above the sand bedding course, back-up block is installed near organic glass one side of pressure control cabinet by soil sample bilge portion, back-up block is provided with semicircle shield shell, one end of semicircle shield shell is connected with semicircle shield shell with the end that vertical dividing plate is connected first drainpipe, the other end of first drainpipe is connected with water storage box through the solenoid valve that is installed in pressure control cabinet bottom, semicircle shield shell opener is installed semicircle excavation panel, the soil sample cabin is filled with soil sample and water from bottom to up, in the soil sample around the semicircle excavation panel, bury 12 hole pressure sensors underground, on 9 the soil sample surfaces of vertical LVDT displacement transducer around water is placed on semicircle excavation panel, soil sample cabin upper portion side wall is arranged feed pipe, semicircle shield shell one side is along having 6 spout holes that differing heights is arranged on the vertical dividing plate of place height of water level, the water level face is identical with the spout hole height; The pressure control cabinet: second drainpipe, one end links to each other with spout hole, the second drainpipe other end links to each other with water storage box, bearing is placed in pressure control cabinet bottom, hydraulic jack is installed on the bearing, hydraulic jack is connected with semicircle excavation panel by pressure transducer, and horizontal LVDT displacement transducer is installed on the hydraulic jack; Water storage box: be positioned at soil sample cabin and pressure control cabinet below, drainpipe links to each other with water storage box, is furnished with the limbers in the water storage box.
Described semicircle is dug panel and is the panel of not perforate and even perforate.
The beneficial effect that the present invention has is:
The present invention is under different buried depth and water level condition, cause excavating the face unstability by retreating the excavation panel, and monitoring panel displacement and supporting pressure, verify earth pressure balanced shield, EPBS excavation face unstability pattern, disclose excavation face limit support pressure, the reasonable supporting pressure of derivation excavation face is set formula, instructs the earth pressure balanced shield, EPBS construction.
Description of drawings
Fig. 1 is model test apparatus structural principle synoptic diagram.
Fig. 2 is the A-A cross section structure synoptic diagram of Fig. 1.
Fig. 3 is the B-B cross section structure synoptic diagram of Fig. 1.
Among the figure: 1, semicircle excavation panel, 2, pressure transducer, 3, semicircle shield shell, 4, the first drainpipe drainpipe, 5, back-up block, 6, geotextile, 7, sand bedding course, 8, the hole pressure sensor, 9, vertical LVDT displacement transducer, 10, spout hole, 11, water level face, 12, soil sample, 13, feed pipe, 14, bearing, 15, horizontal LVDT displacement transducer, 16, hydraulic jack, 17, support bar, 18, the second drainpipe drainpipe, 19, solenoid valve, 20, vertical dividing plate, 21, water storage box, 22, limbers, 23, organic glass.
Embodiment
The invention will be further described below in conjunction with drawings and Examples.
As Fig. 1, Fig. 2, shown in Figure 3, the present invention is positioned in the rigid mould molding box, comprises the soil sample cabin, pressure control cabinet and water storage box 21; Soil sample bilge portion arranges sand bedding course 7, geotextile 6 is arranged above the sand bedding course 7, to prevent that soil sample is subjected to disturbance when saturated, silt plug-hole when avoiding discharging water simultaneously, back-up block 5 is installed near vertical dividing plate 20 and organic glass 23 1 sides by soil sample bilge portion, semicircle shield shell 3 is installed on the back-up block 5, one end of semicircle shield shell 3 is connected with vertical dividing plate 20, one end of first drainpipe 4 is connected with semicircle shield shell 3, the other end of first drainpipe 4 is connected with water storage box 21 through the solenoid valve 19 that is installed in pressure control cabinet bottom, when realizing test the shield tunneling face by no seepage flow state to the switching that the seepage flow state is arranged, semicircle shield shell 3 openings are installed semicircle excavation panel 1, sample 12 and water from bottom to top banket in the soil sample cabin, bury 12 hole pressure sensors 8 underground near the semicircle excavation panel 1 the soil sample 12, press distribution with square hole in face of the monitoring excavation, 9 vertical LVDT displacement transducers 9 pass water and are arranged near the semicircle excavation panel 1 soil sample 12 surfaces, distribute with the monitoring ground settlement, soil sample cabin upper portion side wall is arranged feed pipe 13, stable to keep the water level face, semicircle shield shell 3 one sides are along having 6 spout holes 10 that differing heights is arranged on the vertical dividing plate 20 of place height of water level, water level face 11 is highly identical with spout hole 10, to realize the adjusting of water level face; The pressure control cabinet is positioned at left side, soil sample cabin, the pressure control cabinet is arranged 6 transverse support bar 17, to keep vertical dividing plate indeformable, second drainpipe, 18 1 ends link to each other with spout hole 10, second drainpipe, 18 other ends link to each other with water storage box 21, pressure control cabinet bottom erection support 14, hydraulic jack 16 is installed on the bearing 14, the piston rod of hydraulic jack 16 is connected with excavation panel 1 by pressure transducer 2, to realize excavating the advance and retreat of panel and the monitoring of excavation face supporting pressure, horizontal LVDT displacement transducer 15 is installed, with the moving displacement of monitoring excavation face on the hydraulic jack 16; Water storage box 21 is positioned at soil sample cabin and pressure control cabinet below, with the water that storage is flowed out from drainpipe, and drainpipe 18 and water storage box 21, water storage box 21 is furnished with reinforcement, and limbers 22 is arranged at every reinforcement bottom.
The model test apparatus of described a kind of earth pressure balanced shield, EPBS excavation surface pressure control.Semicircle is dug panel 1 not perforate and two kinds of models of perforate, and when carrying out permeability test, semicircle is dug panel 1 use permeable pass, is subjected to the situation of seepage pressure with simulation excavation face.
Described LVDT pressure, the data of hole pressure and laser range sensor can be adopted instrument by number and be gathered in real time.
Described hydraulic jack can be connected to PC by data line, and by the software setting parameter of advancing.
Described model casing shield structure one side sidewall is organic glass 23, thus can make a video recording to the soil body by digital camera, and carry out the PIV graphical analysis.
The course of work of the present invention is as follows:
Sample preparation in the soil sample cabin earlier during test, saturated and bury sensor underground, the excavation panel adopts not open cell type, opens feed pipe then and keeps certain water level, and by opening solenoid valve by being in the steady seepage state in the shield structure, namely the hole pressure sensor remains stable simultaneously.Described LVDT, pressure, press in the hole, and laser range sensor and hydraulic jack are connected to PC by data line, and by software the hydraulic jack parameter of advancing are set.Then with certain speed the excavation panel is drawn back, thereby excavation face supporting pressure reduce gradually, then by LVDT, pressure and the displacement of laser displacement sensor monitoring excavation face, supporting pressure and ground settlement; Adopt instrument by number in the experimentation and gather LVDT, pressure and laser displacement sensor data, and be sent to the PC end.By the pressure transducer arranged behind the shield tunneling panel and the reading of LVDT, can excavate face supporting pressure with the rule of change in displacement.The reading of the laser displacement sensor by being arranged in soil body surface, the square ground settlement regularity of distribution in face of can excavating.By necromancer body endoporus pressure sensor reading in face of the excavation, situation of change is pressed in soil body hole in the place ahead in the time of can excavating the face unstability.By digital camera the soil body is made a video recording, and excavation face unstability pattern is carried out the PIV graphical analysis, can obtain displacement vector figure and the strain cloud atlas of shield tunneling face place soil body section, and the unstability pattern of the place ahead soil body when verifying excavation face unstability.
During no permeability test, use even open cell type excavation panel and dry sand to test, needn't bury hole pressure sensor and saturated underground, feed pipe is closed and is not supplied water during test, other processs of the test with have permeability test identical.

Claims (2)

1. an earth pressure balanced shield, EPBS excavates the model test apparatus of surface pressure control, it is characterized in that: comprise the soil sample cabin, pressure control cabinet and water storage box (21), pressure control cabinet are positioned at left side, soil sample cabin, and water storage box (21) is positioned at soil sample cabin and pressure control cabinet below; Wherein: the soil sample cabin: sand bedding course (7) is arranged in the bottom, geotextile (6) is arranged above the sand bedding course (7), back-up block (5) is installed near organic glass (23) one sides of pressure control cabinet by soil sample bilge portion, back-up block (5) is provided with semicircle shield shell (3), one end of semicircle shield shell (3) is connected with vertical dividing plate (20), one end of first drainpipe (4) is connected with semicircle shield shell (3), the other end of first drainpipe (4) is connected with water storage box (21) through the solenoid valve (19) that is installed in pressure control cabinet bottom, semicircle shield shell (3) opening is installed semicircle excavation panel (1), the soil sample cabin is filled with soil sample (12) and water from bottom to up, in semicircle excavation panel (1) soil sample (12) on every side, bury 12 hole pressure sensors (8) underground, 9 vertical LVDT displacement transducers (9) are placed on semicircle excavation panel (1) soil sample (12) surface on every side through water, soil sample cabin upper portion side wall is arranged feed pipe (13), semicircle shield shell (3) one sides are along having 6 spout holes (10) that differing heights is arranged on the vertical dividing plate (20) of place height of water level, water level face (11) is highly identical with spout hole (10); The pressure control cabinet: second drainpipe (18) one ends link to each other with spout hole (10), second drainpipe (18) other end links to each other with water storage box (21), pressure control cabinet bottom erection support (14), bearing (14) is gone up hydraulic jack (16) is installed, hydraulic jack (16) is connected with semicircle excavation panel (1) by pressure transducer (2), and hydraulic jack (16) is gone up horizontal LVDT displacement transducer (15) is installed; Water storage box (21): be positioned at soil sample cabin and pressure control cabinet below, drainpipe (18) links to each other with water storage box (21), is furnished with limbers (22) in the water storage box (21).
2. a kind of earth pressure balanced shield, EPBS according to claim 1 excavates the model test apparatus of surface pressure control, it is characterized in that: described semicircle is dug panel (1) and is the panel of not perforate and even perforate.
CN201310205889.2A 2013-05-29 2013-05-29 Test device of stability control model of earth pressure balance shield excavation surface CN103278376B (en)

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Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104880334A (en) * 2015-06-17 2015-09-02 西南交通大学 Testing system and method for seepage field model of tunnel in construction and operation periods
CN105021418A (en) * 2015-07-22 2015-11-04 河海大学 Shield excavation face model suitable for soil engineeringcentrifugal model test and simulation method
CN105352867A (en) * 2015-09-30 2016-02-24 四川大学 Simulation multi-gap assembled medium tunnel seepage test method
CN105651536A (en) * 2016-01-18 2016-06-08 上海隧道工程有限公司 Quasi-rectangular shield friction inducing regent diffusion test system
CN106442941A (en) * 2016-11-11 2017-02-22 浙江科技学院(浙江中德科技促进中心) Testing apparatus and method for shield crossing liquefiable top and hard bottom stratum
CN107560879A (en) * 2017-08-29 2018-01-09 西南石油大学 A kind of experimental rig and application method of simulation tunnel excavation face unstability
CN108489892A (en) * 2018-03-29 2018-09-04 华东交通大学 Seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow
CN109632606A (en) * 2019-01-09 2019-04-16 浙江大学 A kind of excavation face seepage tests system that river tunnel is constructed under Tidal Load effect
CN110284892A (en) * 2019-08-02 2019-09-27 东北大学 Balancing earth-pressure shielding machine excavation face active limit support pressure design method
CN110346161A (en) * 2019-07-16 2019-10-18 东北大学 A kind of balancing earth-pressure shielding machine optimized experimental facility and its application method

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CN109668783A (en) * 2018-12-26 2019-04-23 长安大学 Unstability centrifugal model test test macro in Shield Tunneling face under the conditions of seepage flow

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CN102915666A (en) * 2012-11-06 2013-02-06 浙江大学 Active and passive instability teaching demonstrator of shield excavation face
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Cited By (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104880334A (en) * 2015-06-17 2015-09-02 西南交通大学 Testing system and method for seepage field model of tunnel in construction and operation periods
CN104880334B (en) * 2015-06-17 2017-06-06 西南交通大学 Construction and operation phase seepage field of tunnel model assay systems and its test method
CN105021418B (en) * 2015-07-22 2017-12-08 河海大学 Suitable for the shield tunneling surface model and analogy method of geotechnical centrifugal model test
CN105021418A (en) * 2015-07-22 2015-11-04 河海大学 Shield excavation face model suitable for soil engineeringcentrifugal model test and simulation method
CN105352867B (en) * 2015-09-30 2018-05-04 四川大学 Simulate the test method of more gap set medium tunnel seepage flow
CN105352867A (en) * 2015-09-30 2016-02-24 四川大学 Simulation multi-gap assembled medium tunnel seepage test method
CN105651536A (en) * 2016-01-18 2016-06-08 上海隧道工程有限公司 Quasi-rectangular shield friction inducing regent diffusion test system
CN105651536B (en) * 2016-01-18 2018-07-13 上海隧道工程有限公司 Class rectangle shield antifriction liniment diffusion test system
CN106442941A (en) * 2016-11-11 2017-02-22 浙江科技学院(浙江中德科技促进中心) Testing apparatus and method for shield crossing liquefiable top and hard bottom stratum
CN106442941B (en) * 2016-11-11 2018-04-24 浙江科技学院(浙江中德科技促进中心) The experimental rig and test method of the hard soil layer in shield crossing top liquefiable lower part
CN107560879A (en) * 2017-08-29 2018-01-09 西南石油大学 A kind of experimental rig and application method of simulation tunnel excavation face unstability
CN108489892A (en) * 2018-03-29 2018-09-04 华东交通大学 Seabed Shield Tunneling experimental rig and method under the conditions of a kind of seepage flow
CN108489892B (en) * 2018-03-29 2020-06-05 华东交通大学 Submarine shield tunnel excavation test device and method under seepage condition
CN109632606A (en) * 2019-01-09 2019-04-16 浙江大学 A kind of excavation face seepage tests system that river tunnel is constructed under Tidal Load effect
CN110346161A (en) * 2019-07-16 2019-10-18 东北大学 A kind of balancing earth-pressure shielding machine optimized experimental facility and its application method
CN110284892A (en) * 2019-08-02 2019-09-27 东北大学 Balancing earth-pressure shielding machine excavation face active limit support pressure design method

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