CN203287239U - Earth pressure balance shield excavation face stability control model test device - Google Patents
Earth pressure balance shield excavation face stability control model test device Download PDFInfo
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- CN203287239U CN203287239U CN2013203013061U CN201320301306U CN203287239U CN 203287239 U CN203287239 U CN 203287239U CN 2013203013061 U CN2013203013061 U CN 2013203013061U CN 201320301306 U CN201320301306 U CN 201320301306U CN 203287239 U CN203287239 U CN 203287239U
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Abstract
The utility model discloses an earth pressure balance shield excavation face stability control model test device, which includes a soil sample chamber, a pressure control chamber and a water storage tank. A supporting block is mounted at the bottom of the soil sample chamber, a semicircular shield shell is located on the supporting block, an excavation panel is installed at the shield shell opening, the lower part of the soil sample chamber is filled with a soil sample, in which pore pressure sensors are embedded, LVDT displacement sensors are vertically arranged on the surface, and overflow holes are arranged on vertical partition plates where the shield shell is located; the pressure control chamber is positioned on the left of the soil sample chamber, a support is placed at the bottom of the pressure control chamber, a hydraulic oil cylinder is mounted on the support and is in connection with the excavation panel through a pressure sensor, and the hydraulic oil cylinder is equipped with an LVDT; and the water storage tank is positioned below the soil sample chamber and the pressure control chamber, and is connected to a drain pipe. The test device provided in the utility model can simulate different burial depths and water levels, excavation face instability can be caused by receding of the excavation panel, panel displacement and support pressure can be monitored, the earth pressure balance shield excavation face instability model can be ascertained, and the excavation face limit support pressure can be revealed, thus guiding earth pressure balance shield construction.
Description
Technical field
The utility model relates to a kind of earth pressure balanced shield, EPBS model test apparatus, especially relates to a kind of earth pressure balanced shield, EPBS excavation face stability and controls model test apparatus.
Background technology
Earth pressure balanced shield, EPBS is the main construction in the tunnels such as city underground, mistake river passage.In shield tunneling process, the excavation face unstability, the surface doming accident that cause due to supporting pressure runaway in pressurized capsule happen occasionally.The control that shield machine acts on supporting pressure on excavation face is to keep stable important channel.Clear and definite excavation face is instability Mechanism when pressure is too small, is to realize the control of excavation face supporting power and the key that prevents excavation face unstability accident.
But think in engineering at present in sand that tunnel excavation face Failure Model is that quadrilateral prism and the sphenoid that extends to earth's surface forms, and calculates excavation face minimal support power thus.And therefore failure mode and the supporting power size of field measurement while being difficult to obtain the unstability of excavation face need to carry out clear and definite excavation face Failure Model, supporting power and the excavation face relation to intrinsic displacement by model test.
Summary of the invention
The purpose of this utility model is to provide a kind of earth pressure balanced shield, EPBS excavation face stability to control model test apparatus, by monitoring displacement on cutting face and supporting pressure, obtains the excavation face instability Mechanism.
The technical solution adopted in the utility model 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 bottom, geotextile is arranged above sand bedding course, back-up block is installed near organic glass one side of pressure control cabinet by soil sample bilge section, back-up block is provided with semicircle shield shell, one end of semicircle shield shell is connected the first row water pipe with vertical baffle a end is connected with semicircle shield shell, the other end of first row water pipe is connected with water storage box through the solenoid valve that is arranged on 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, bury 12 sensor for pore water pressures underground in the soil sample of semicircle excavation face panel area, 9 vertical LVDT displacement transducers are placed on the soil sample surface of semicircle excavation face panel area through water, soil sample cabin upper portion side wall is arranged feed pipe, semicircle shield shell one side is along 6 spout holes that have the differing heights layout on the vertical baffle of place height of water level, the water level face is identical with the spout hole height, the pressure control cabinet: second row water pipe one end is connected with spout hole, the second row water pipe other end is connected with water storage box, bearing is placed in pressure control cabinet bottom, hydraulic jack is installed on bearing, hydraulic jack is connected with semicircle excavation panel by pressure transducer, and horizontal LVDT displacement transducer is installed on hydraulic jack, water storage box: be positioned at soil sample cabin and pressure control cabinet below, drainpipe is connected with water storage box, is furnished with limbers in water storage box.
Described semicircle is dug the panel of panel for not perforate and even perforate.
The beneficial effect that the utlity model has is:
The utility model is under different buried depth and water level condition, cause the excavation face unstability by retreating the excavation panel, and monitoring slab movement and supporting pressure, verify earth pressure balanced shield, EPBS excavation face Failure Model, disclose excavation face limit support pressure, derivation excavation face Reasonable Support pressure setting formula, instruct the earth pressure balanced shield, EPBS construction.
Description of drawings
Fig. 1 is model test apparatus structural principle schematic diagram.
Fig. 2 is the A-A cross section structure schematic diagram of Fig. 1.
Fig. 3 is the B-B cross section structure schematic diagram of Fig. 1.
In figure: 1, semicircle excavation panel, 2, pressure transducer, 3, semicircle shield shell, 4, first row water pipe drainpipe, 5, back-up block, 6, geotextile, 7, sand bedding course, 8, sensor for pore water pressure, 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, second row water pipe drainpipe, 19, solenoid valve, 20, vertical baffle, 21, water storage box, 22, limbers, 23, organic glass.
Embodiment
The utility model is described in further detail below in conjunction with drawings and Examples.
as shown in Figure 1, Figure 2, Figure 3 shows, the utility model is positioned in a rigid mould molding box, comprises the soil sample cabin, pressure control cabinet and water storage box 21, soil sample bilge section arranges sand bedding course 7, geotextile 6 is arranged above sand bedding course 7, to prevent when saturated that soil sample is subjected to disturbance, silt plug-hole while avoiding discharging water simultaneously, back-up block 5 is installed near vertical baffle 20 and organic glass 23 1 sides by soil sample bilge section, semicircle shield shell 3 is installed on back-up block 5, one end of semicircle shield shell 3 is connected with vertical baffle 20, one end of first row water pipe 4 is connected with semicircle shield shell 3, the other end of first row water pipe 4 is connected with water storage box 21 through the solenoid valve 19 that is arranged on pressure control cabinet bottom, when realizing test the shield tunneling face by without seepage state to the switching that seepage 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 sensor for pore water pressures 8 underground near semicircle excavation panel 1 soil sample 12, press and distribute with square hole before the monitoring excavation face, 9 vertical LVDT displacement transducers 9 pass water and are arranged near soil sample 12 surfaces of semicircle excavation panel 1, 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 6 spout holes 10 that have the differing heights layout on the vertical baffle 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 baffle indeformable, second row water pipe 18 1 ends are connected with spout hole 10, second row water pipe 18 other ends are connected with water storage box 21, pressure control cabinet bottom erection support 14, hydraulic jack 16 is installed on 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 on hydraulic jack 16, moving displacement with the monitoring excavation face, water storage box 21 is positioned at soil sample cabin and pressure control cabinet below, to store the water that flows 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 pressure controlled model test apparatus of described a kind of earth pressure balanced shield, EPBS excavation face.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 the excavation simulation face.
Described LVDT pressure, the data of hole pressure and laser range sensor can be adopted instrument by number and be carried out Real-time Collection.
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 utility model is as follows:
First sample preparation in soil sample cabin during test, saturated and bury sensor underground, the excavation panel adopts not open cell type, then opens feed pipe and keeps certain water level, and by opening solenoid valve by being in the steady seepage state in the shield structure, namely sensor for pore water pressure remains stable simultaneously.Described LVDT, pressure, press in 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 laser displacement sensor monitoring displacement on cutting face, supporting pressure and ground settlement; Adopt instrument by number in experimentation and gather LVDT, pressure and laser displacement sensor data, and be sent to the PC end., by the pressure transducer arranged after the shield tunneling panel and the reading of LVDT, can obtain the rule of excavation face supporting pressure with change in displacement.The reading of the laser displacement sensor by being arranged in soil body surface, can obtain excavation face the place ahead ground settlement regularity of distribution.By sensor for pore water pressure reading in the soil body of excavation face the place ahead, in the time of can obtaining the excavation face unstability, situation of change is pressed in soil body hole in the place ahead.By digital camera, the soil body is made a video recording, and the excavation face Failure Model 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 Failure Model of the place ahead soil body while verifying the excavation face unstability.
During without permeability test, use even open cell type excavation panel and dry sand to test, needn't bury sensor for pore water pressure and saturated underground, during test, feed pipe is closed and is not supplied water, other processs of the test with have permeability test identical.
Claims (2)
1. pressure controlled model test apparatus of earth pressure balanced shield, EPBS excavation face, 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 bottom, geotextile (6) is arranged above sand bedding course (7), back-up block (5) is installed near organic glass (23) one sides of pressure control cabinet by soil sample bilge section, back-up block (5) is provided with semicircle shield shell (3), one end of semicircle shield shell (3) is connected with vertical baffle (20), one end of first row water pipe (4) is connected with semicircle shield shell (3), the other end of first row water pipe (4) is connected with water storage box (21) through the solenoid valve (19) that is arranged on 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, bury 12 sensor for pore water pressures (8) underground in semicircle excavation panel (1) soil sample (12) on every side, 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 6 spout holes (10) that have the differing heights layout on the vertical baffle (20) of place height of water level, water level face (11) is highly identical with spout hole (10), the pressure control cabinet: second row water pipe (18) one ends are connected with spout hole (10), second row water pipe (18) other end is connected with water storage box (21), pressure control cabinet bottom erection support (14), the upper hydraulic jack (16) of installing of bearing (14), hydraulic jack (16) is connected with semicircle excavation panel (1) by pressure transducer (2), the upper horizontal LVDT displacement transducer (15) of installing of hydraulic jack (16), water storage box (21): be positioned at soil sample cabin and pressure control cabinet below, drainpipe (18) is connected with water storage box (21), is furnished with limbers (22) in water storage box (21).
2. the pressure controlled model test apparatus of a kind of earth pressure balanced shield, EPBS excavation face according to claim 1 is characterized in that: described semicircle is dug panel (1) and is not perforate and the even panel of perforate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203013061U CN203287239U (en) | 2013-05-29 | 2013-05-29 | Earth pressure balance shield excavation face stability control model test device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203013061U CN203287239U (en) | 2013-05-29 | 2013-05-29 | Earth pressure balance shield excavation face stability control model test device |
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| CN203287239U true CN203287239U (en) | 2013-11-13 |
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| CN2013203013061U Withdrawn - After Issue CN203287239U (en) | 2013-05-29 | 2013-05-29 | Earth pressure balance shield excavation face stability control model test device |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103278376A (en) * | 2013-05-29 | 2013-09-04 | 浙江大学 | Test device of stability control model of earth pressure balance shield excavation surface |
| CN108072749A (en) * | 2017-07-05 | 2018-05-25 | 同济大学 | A kind of tunneling shield excavates high-precision seepage flow simulation by tracing experimental rig |
| CN108445185A (en) * | 2018-03-11 | 2018-08-24 | 北京工业大学 | One kind can opening door multifunctional tunnel Excavation simulation threedimensional model testing stand |
| 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 |
| CN108594878A (en) * | 2018-04-22 | 2018-09-28 | 北京工业大学 | A kind of device accurately controlling shield model test excavation face supporting power |
| 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 |
| US20220228486A1 (en) * | 2021-12-27 | 2022-07-21 | Zhejiang University | Hypergravity model test device and method for simulating progressive failure of shield tunnel face |
-
2013
- 2013-05-29 CN CN2013203013061U patent/CN203287239U/en not_active Withdrawn - After Issue
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103278376A (en) * | 2013-05-29 | 2013-09-04 | 浙江大学 | Test device of stability control model of earth pressure balance shield excavation surface |
| CN108072749A (en) * | 2017-07-05 | 2018-05-25 | 同济大学 | A kind of tunneling shield excavates high-precision seepage flow simulation by tracing experimental rig |
| CN108445185A (en) * | 2018-03-11 | 2018-08-24 | 北京工业大学 | One kind can opening door multifunctional tunnel Excavation simulation threedimensional model testing stand |
| 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 |
| CN108594878A (en) * | 2018-04-22 | 2018-09-28 | 北京工业大学 | A kind of device accurately controlling shield model test excavation face supporting power |
| CN108594878B (en) * | 2018-04-22 | 2021-06-25 | 北京工业大学 | Device for accurately controlling shield model test excavation face supporting force |
| 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 |
| CN109632606B (en) * | 2019-01-09 | 2020-09-04 | 浙江大学 | Excavation surface seepage test system for river bottom shield tunnel construction under tidal load effect |
| US20220228486A1 (en) * | 2021-12-27 | 2022-07-21 | Zhejiang University | Hypergravity model test device and method for simulating progressive failure of shield tunnel face |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20131113 Effective date of abandoning: 20150114 |
|
| RGAV | Abandon patent right to avoid regrant |