CN201352179Y - Integral testing apparatus of shield tunnel structural model - Google Patents

Integral testing apparatus of shield tunnel structural model Download PDF

Info

Publication number
CN201352179Y
CN201352179Y CNU2008202233646U CN200820223364U CN201352179Y CN 201352179 Y CN201352179 Y CN 201352179Y CN U2008202233646 U CNU2008202233646 U CN U2008202233646U CN 200820223364 U CN200820223364 U CN 200820223364U CN 201352179 Y CN201352179 Y CN 201352179Y
Authority
CN
China
Prior art keywords
soil
chamber
tunnel
structural
strand wires
Prior art date
Application number
CNU2008202233646U
Other languages
Chinese (zh)
Inventor
何川
张建刚
封坤
佘健
兰宇
杨征
Original Assignee
西南交通大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 西南交通大学 filed Critical 西南交通大学
Priority to CNU2008202233646U priority Critical patent/CN201352179Y/en
Application granted granted Critical
Publication of CN201352179Y publication Critical patent/CN201352179Y/en

Links

Abstract

An integral testing apparatus of a shield tunnel structural model comprises a soil layer simulating and soil pressure loading device, wherein a simulating soil body chamber is surrounded by steel plates, the outer side of the soil body chamber is equipped with a horizontal reaction force frame, a horizontal soil pressure jack is connected between each edge of the reaction force frame and the soil body chamber, a tunnel structural model additionally equipped with a uniform water pressure loading device and a non-uniform water pressure loading device is axially perpendicularly placed at the center of the soil body chamber, simulating testing soil is filled between the tunnel structural model and the soil body chamber, the upper portion of the soil body chamber is covered with a steel cover plate, a perpendicular counterforce portal frame is further arranged above the soil body chamber, and perpendicular soil pressure jacks are connected between the lower portion of a beam of the perpendicular counterforce portal frame and the steel cover plate. The integral testing apparatus of a shield tunnel structural model can simulate interaction between tunnel structures with different sections modes and the strata under different strata conditions and hydrology conditions, more veritably simulates environment conditions of the tunnel structure, is more accurate and more reliable in testing data, and provides more reliable protection for construction of shield tunnels.

Description

A kind of shield tunnel construction model combined test apparatus
Technical field
The utility model relates to a kind of shield tunnel construction model combined test apparatus.
Background technology
In the work progress of shield tunnel, tunnel structure be subjected to stratum on every side power and with the interaction relationship on stratum on every side be very complicated, therefore need the research tunnel structure with the interaction relationship between the layer soil body, for safety, the smooth construction of shield tunnel provides safeguard.
The research that concerns between the existing tunnel structure and the soil body, the simulation test of the subway single track line shield tunnel-soil layer complex that carries out as Japanese Waseda University department of civil engineering of science and engineering portion structural experiment chamber, Japanese building research institute, this test is vertically placed (axis in model tunnel is parallel with surface level) in the cabin of a sealing with circular shield tunnel model, and in the cabin, be full of model test soil, in the cabin, add the band setting-out at last, and pressurize with the inner soil body of jack pair and to realize loading.Its test data is the strain of metro shield tunnel model.But in this test, test unit does not have and can not vertical (axis) direction in model tunnel be retrained, and the model tunnel is not a plane strain state when loading, and can not embody the plane strain characteristic in tunnel.In addition, because the model tunnel is vertically placed, load chamber is vertical flat, and the loading and unloading model all needs earlier the top soil body to be dug out during the tunnel, changes the tunnel model inconvenience; And pressurized capsule involves great expense, and size is limited, and the size in model tunnel is restricted, and can only test undersized tunnel model; Simultaneously because turnover inconvenience in the cabin is also pretty troublesome when changing model test soil; And because the band setting-out mixes with model test soil, cause experiment material disposablely to use, cause waste.In addition, add the proportioning that the band setting-out can influence the model soil body material, make the physical property of soil body material be difficult to guarantee, and the hydraulic pressure size of practical function on the model section of jurisdiction is difficult to accurate control.By the down influence of underground hydrogeological condition, it is very big that some shield tunnel is subjected to phreatic effect, and existing model test system all can't accurately simulate the influence of water ballast(ing).
The utility model content
The purpose of this utility model just provides a kind of shield tunnel construction model combined test apparatus, this system can the simulation tunnel structure under Different Strata condition, different section form tunnel and different geological hydrology condition with the interaction of ground interlayer, and test out the stressing conditions of tunnel structure; The environmental baseline of simulation tunnel structure more realistically, test data is more accurate reliable, and it is easy to operate, ensures for the safety of shield tunnel construction provides more smoothly.
The technical scheme that its goal of the invention that realizes the utility model adopts is: a kind of shield tunnel construction model combined test apparatus, and its formation is:
Soil layer simulation and soil pressure charger: surround a foursquare simulation soil body chamber by four steel plates, the foursquare horizontal reacting force framework of the arranged outside in soil body chamber is connected with the lateral earth pressure lifting jack between each limit of reaction frame and the corresponding sides in soil body chamber;
The tunnel structural model of subsidiary even hydraulic pressure charger and non-homogeneous hydraulic pressure charger axially vertically places center, soil body chamber; Also foil gauge is installed on the tunnel structural model surface, crack gauge is taken into account in displacement; Be filled with simulation test soil between tunnel structural model and the soil body chamber, be placed with soil pressure cell in the simulation test soil; Foil gauge, displacement meter, joint measurement are taken into account soil pressure cell and are all linked to each other with analysis processing computer;
The top in soil body chamber covers steel deck-plate, and corresponding to the position perforate of tunnel structural model, top, soil body chamber also is provided with the vertical reaction portal frame, is connected with vertical soil pressure lifting jack between the bottom of the beam of vertical reaction portal frame and the steel deck-plate on the steel deck-plate.
The course of work of the present utility model and principle of work are: tunnel structure is axially perpendicular to ground, the lateral earth pressure lifting jack from horizontal direction with load action on four steel plates, again by steel plate to soil body transmitted load, give tunnel structure with the simulation soil body with Load Transfer, tunnel structure is applied the power effect; Vertical soil pressure lifting jack and steel deck-plate then limit its linear deformation, realize the horizontal loading of tunnel structure.By changing the acting force of lifting jack, can simulate of the effect of different soil pressures to tunnel structure; Change the soil body in the soil body chamber, can realize the conversion of formation condition, thereby simulate under the different formation conditions soil body the effect of tunnel structure; The even hydraulic pressure charger and the non-homogeneous hydraulic pressure charger that have on the tunnel structural model can simulate under different groundwater conditions the effect of the hydraulic pressure that tunnel structure is suffered; Foil gauge by installing, displacement meter crack gauge, and various testers such as soil pressure cell again, the record tunnel structure stressed effect.
Compared with prior art, the beneficial effects of the utility model are:
One, vertically (being the vertical loading direction) is provided with steel deck-plate and vertical soil pressure lifting jack in the tunnel, when tunnel structure and surrounding soil are subjected to the effect of lateral earth pressure lifting jack and produce and prolong the tunnel vertically during the distortion of (being the vertical ground direction), act on its linear deformation of pressure limitation on the steel deck-plate by vertical lifting jack, keep tunnel and surrounding soil to be in plane strain state, and owing to give tunnel structural model with Load Transfer by soil body pressurized, rather than directly pressurize to tunnel structure, thereby more real simulation goes out the situation of the suffered reservoir pressure of tunnel structure, makes test figure more accurate, reliably.
Two, owing to adopt horizontal loading, soil body chamber is flat form, and than the high thin soil body cavity of vertical loading, its replacing soil body and load operation are all convenient, simple.
Three, the tunnel structure with the different section form places in the soil body chamber, can finish the simulation test of different section tunnel structure, its applied range.
Four, even, non-homogeneous hydraulic pressure charger can be simulated under the different geological hydrology environment, hydraulic pressure is to the effect of the power of tunnel structure, thereby make this pilot system truer, be particularly useful for the simulation test of tunnel structure of the environment of the moistening many water in stratum the simulation of shield tunnel construction.
In a word, compbined test of the present utility model can the simulation tunnel structure under Different Strata condition, different section form tunnel and different geological hydrology condition with the interaction of ground interlayer, and test out the stressing conditions of tunnel structure; The environmental baseline of simulation tunnel structure more realistically, test data is more accurate reliable, and it is easy to operate, ensures for the safety of shield tunnel construction provides more smoothly.
The concrete structure of subsidiary even hydraulic pressure charger is on the above-mentioned tunnel structural model: an end of the hoop steel strand wires more than two is fixed on the riser of afterburning pedestal, the other end, is fixed in the afterburning rotating shaft after one week around the structural model outside surface of shield tunnel; The top board and the base plate of afterburning pedestal passed in this reinforcing rotating shaft, and the upper end of afterburning rotating shaft connects afterburning crossbeam, is connected in series dynamometer on the hoop steel strand wires.
The concrete structure of non-homogeneous hydraulic pressure charger is: connect length more than two between two twisted wire fixed beams of non-homogeneous hydraulic pressure charger and be the structural model girth half or near half stretch-draw steel strand wires, again with two twisted wire fixed beams and the whole the same sides of pasting the surface that is put in structural model of stretch-draw steel strand wires, two augmentors of structural model surface opposite side are continuous with corresponding twisted wire fixed beam by afterburning wirerope respectively, are connected in series dynamometer on the steel strand wires.
Lay many group hoop steel strand wires along the tunnel structural model outside surface, by the rotation of afterburning crossbeam the hoop steel strand wires are strained, and the structural model outside surface is applied contact pressure.Because the hoop steel strand wires are evenly distributed in structural outer surface, therefore structural model is produced equally distributed radial compression applied, and read its value by the dynamometer that is serially connected on the hoop steel strand wires, can simulate and measure the effect of the suffered under water even hydraulic pressure of tunnel structure like this.
Many groups stretch-draw steel strand wires of the semicircle arcuation of laying along structural model outside surface one side of shield tunnel, when augmentor to the stretch-draw steel strand wires when the opposite side of structural model applies pulling force, by the pulling force at the both ends of stretch-draw steel strand wires and the radial direction angle maximum at this place, act on the radial pressure minimum on the structural model radial direction; And progressively close to the centre from the end of stretch-draw steel strand wires, then its radial pressure to structural model progressively increases, and in the middle part of stretch-draw steel strand wires, the stretch-draw steel strand wires reach maximal value to the radial pressure of structural model.Therefore, the superposition of the pressure that successively decreases to two ends in the middle of the semicircle arcuation stretch-draw steel strand wires that uniform pressure and the stretch-draw steel strand wires to the total model that formed by the hoop steel strand wires form, it is big just to have produced stretch-draw steel strand wires partial pressure on structural model, no stretch-draw steel strand wires partial pressure is little, be the pressure distribution that bulb-shaped changes, can read the size of the application of force by the dynamometer that is connected in series on the stretch-draw steel strand wires.Simulate and measure the pressure of the suffered under water up-small and down-big non-uniform Distribution of structural model so preferably.
The even hydraulic pressure that is applied by even hydraulic pressure charger and non-homogeneous hydraulic pressure charger and the stack of non-homogeneous hydraulic pressure promptly simulate shield tunnel construction increases the up-small and down-big bulb-shaped hydraulic pressure that is produced along with the degree of depth (water level) at the actual water environment effect.Like this, simulation experiment system of the present utility model can simulate the hydraulic pressure environment of tunnel structure realistically.
Adjust the degree of tension of hoop steel hinge line, the degree of tension and the open angle of two afterburning wireropes, thereby adjust the variation of even hydraulic pressure and non-homogeneous hydraulic pressure, and then control for the loading value of structural model, simulate hydraulic pressure under different water level conditions for the effect and the influence of structural model.
Below in conjunction with drawings and the embodiments the utility model is further specified.
Description of drawings
Fig. 1 is the plan structure synoptic diagram after the utility model embodiment removes the beam of steel deck-plate and vertical reaction portal frame.
Fig. 2 be the utility model embodiment face the sectional structure synoptic diagram.
Fig. 3 is the amplification perspective view of the even hydraulic pressure charger of the utility model embodiment.
Fig. 4 is the amplification perspective view of the non-homogeneous hydraulic pressure charger of the utility model embodiment.(convenient for observing, the corresponding component among this figure revolves the stereographic map that obtains after turning 90 degrees for the position inhour of corresponding component among Fig. 1)
Embodiment
Embodiment
Fig. 1-2 illustrates, and a kind of embodiment of the present utility model is: a kind of shield tunnel construction model combined test apparatus, and its formation is:
Soil layer simulation and soil pressure charger: surround a foursquare simulation soil body chamber 31 by four steel plates.The foursquare horizontal reacting force framework 32 of the arranged outside in soil body chamber 31 is connected with lateral earth pressure lifting jack 33 between each limit of reaction frame 32 and the corresponding sides in soil body chamber 31.
The tunnel structural model 1 of subsidiary even hydraulic pressure charger and non-homogeneous hydraulic pressure charger axially vertically places 31 centers, soil body chamber; Tunnel structural model is also installed foil gauge on 1 surface, crack gauge is taken into account in displacement; Be filled with simulation test soil between tunnel structural model 1 and the soil body chamber 31, be placed with soil pressure cell in the simulation test soil; Foil gauge, displacement meter, joint measurement are taken into account soil pressure cell and are all linked to each other with analysis processing computer;
The top in soil body chamber 31 covers steel deck-plate 35, on the steel deck-plate 35 corresponding to the position perforate of tunnel structural model 1,31 tops, soil body chamber also are provided with vertical reaction portal frame 37, are connected with vertical soil pressure lifting jack 38 between the bottom of the beam of vertical reaction portal frame 37 and the steel deck-plate 35.
Fig. 3 and Fig. 1, Fig. 2 illustrate, the concrete structure of subsidiary even hydraulic pressure charger is on the tunnel structural model: an end of the hoop steel strand wires 8 more than two is fixed on the riser 21 of afterburning pedestal 2, the other end is around the structural model of shield tunnel after one week of 1 outside surface, is fixed in the afterburning rotating shaft 3; The top board 22 and the base plate 23 of afterburning pedestal 2 passed in this reinforcing rotating shaft 3, and the upper end of afterburning rotating shaft 3 connects afterburning crossbeam 4, serial connection dynamometer 9 on the hoop steel strand wires 8.
Fig. 4 and Fig. 1, Fig. 2 illustrate, the concrete structure of non-homogeneous hydraulic pressure charger is: connect length more than two between two twisted wire fixed beams 5 and be structural model 1 girth half or near half stretch-draw steel strand wires 6, again with two twisted wire fixed beams 5 and stretch-draw steel strand wires 6 whole the same sides of pasting the surface that is put in structural model 1, two augmentors 7 of structural model 1 surperficial opposite side are continuous with corresponding twisted wire fixed beam 5 by afterburning wirerope 13 respectively, serial connection dynamometer 9 on the steel strand wires 6.
The utility model in the specific implementation, gap 34 is left in the soil body chamber 31 that its four steel plates surround on four angles, simultaneously 31 4 interior angle places are provided with square baffle plate 36 in soil body chamber.These four steel plates can slide mutually along four square baffle plates.Like this, both made four steel plates can be inwardly, outwards move, can be well to soil body transmitted load; Native endoceliac simulation test soil 39 can be from four angles to external leakage yet simultaneously.
Need to prove that for illustrated simple and clear, clear, what Fig. 3, Fig. 4 drew respectively is the device of evenly loading and non-homogeneous loading.And in fact, all even non-homogeneous loading is carried out simultaneously, and promptly the structural model among Fig. 3,4 is same model, and all even non-homogeneous hydraulic pressure charger then distributes simultaneously and superposition is set on this model.And the side on the soil body chamber of soil layer simulation and soil pressure charger has the through hole that afterburning wirerope passes.

Claims (2)

1, a kind of shield tunnel construction model combined test apparatus, its formation is:
Soil layer simulation and soil pressure charger: surround a foursquare simulation soil body chamber (31) by four steel plates, the foursquare horizontal reacting force framework of the arranged outside in soil body chamber (31) (32) is connected with lateral earth pressure lifting jack (33) between the corresponding sides of each limit of reaction frame (32) and soil body chamber (31);
The tunnel structural model (1) of subsidiary even hydraulic pressure charger and non-homogeneous hydraulic pressure charger axially vertically places center, soil body chamber (31); Tunnel structural model (1) is also installed foil gauge on the surface, crack gauge is taken into account in displacement; Be filled with simulation test soil between tunnel structural model (1) and soil body chamber (31), be placed with soil pressure cell in the simulation test soil; Foil gauge, displacement meter, joint measurement are taken into account soil pressure cell and are all linked to each other with analysis processing computer;
The top in soil body chamber (31) covers steel deck-plate (35), steel deck-plate (35) is gone up the position perforate corresponding to tunnel structural model (1), top, soil body chamber (31) also is provided with vertical reaction portal frame (37), is connected with vertical soil pressure lifting jack (38) between the bottom of the beam of vertical reaction portal frame (37) and the steel deck-plate (35).
2, a kind of shield tunnel construction model combined test apparatus as claimed in claim 1, it is characterized in that: the concrete structure of subsidiary even hydraulic pressure charger is on the described tunnel structural model: an end of the hoop steel strand wires (8) more than two is fixed on the riser (21) of afterburning pedestal (2), the other end, is fixed on (3) in the afterburning rotating shaft after one week around structural model (1) outside surface of shield tunnel; The top board (22) and the base plate (23) of afterburning pedestal (2) passed in this reinforcing rotating shaft (3), and the upper end of afterburning rotating shaft (3) connects afterburning crossbeam (4), and hoop steel strand wires (8) are gone up serial connection dynamometer (9);
The concrete structure of subsidiary non-homogeneous hydraulic pressure charger is on the described tunnel structural model: connect length more than two between two twisted wire fixed beams (5) and be structural model (1) girth half or near half stretch-draw steel strand wires (6), again with two twisted wire fixed beams (5) and the whole the same sides of pasting the surface that is put in structural model (1) of stretch-draw steel strand wires (6), two augmentors (7) of the surperficial opposite side of structural model (1) are continuous with corresponding twisted wire fixed beam (5) by afterburning wirerope (13) respectively, and steel strand wires (6) are gone up serial connection dynamometer (9).
CNU2008202233646U 2008-12-15 2008-12-15 Integral testing apparatus of shield tunnel structural model CN201352179Y (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CNU2008202233646U CN201352179Y (en) 2008-12-15 2008-12-15 Integral testing apparatus of shield tunnel structural model

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CNU2008202233646U CN201352179Y (en) 2008-12-15 2008-12-15 Integral testing apparatus of shield tunnel structural model

Publications (1)

Publication Number Publication Date
CN201352179Y true CN201352179Y (en) 2009-11-25

Family

ID=41375567

Family Applications (1)

Application Number Title Priority Date Filing Date
CNU2008202233646U CN201352179Y (en) 2008-12-15 2008-12-15 Integral testing apparatus of shield tunnel structural model

Country Status (1)

Country Link
CN (1) CN201352179Y (en)

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102071943A (en) * 2010-12-13 2011-05-25 上海大学 Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction
CN102226729A (en) * 2011-06-02 2011-10-26 广厦建设集团有限责任公司 Earth pressure balance (EPB) shield residual soil pressure control model test apparatus
CN102607942A (en) * 2012-04-01 2012-07-25 中交上海三航科学研究院有限公司 Waterproof structure of multi-layer mobile loading beam
CN102944348A (en) * 2012-12-07 2013-02-27 中国石油集团工程设计有限责任公司 Device and method for testing buoyant force of buried pipeline
CN103076128A (en) * 2013-01-04 2013-05-01 西南交通大学 Tunnel three-dimensional stress field simulator
CN103091222A (en) * 2013-01-04 2013-05-08 西南交通大学 Device for simulating and testing water burst of tunnel fissure
CN103344481A (en) * 2013-06-24 2013-10-09 重庆交通大学 Test method and system for wall-soil interaction force
CN103398861A (en) * 2013-08-05 2013-11-20 中国科学院武汉岩土力学研究所 Physical simulation test system for true triaxial rockburst of deep-buried tunnel
CN104034368A (en) * 2014-06-16 2014-09-10 同济大学 Soil body and pressure integrated observation device with three-dimensional extensible type support
CN105067294A (en) * 2015-07-17 2015-11-18 青岛理工大学 Mining overburden separated strata allometry test monitoring system and analysis method

Cited By (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102071943A (en) * 2010-12-13 2011-05-25 上海大学 Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction
CN102071943B (en) * 2010-12-13 2012-11-07 上海大学 Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction
CN102226729A (en) * 2011-06-02 2011-10-26 广厦建设集团有限责任公司 Earth pressure balance (EPB) shield residual soil pressure control model test apparatus
CN102226729B (en) * 2011-06-02 2013-02-13 广厦建设集团有限责任公司 Earth pressure balance (EPB) shield residual soil pressure control model test apparatus
CN102607942A (en) * 2012-04-01 2012-07-25 中交上海三航科学研究院有限公司 Waterproof structure of multi-layer mobile loading beam
CN102944348A (en) * 2012-12-07 2013-02-27 中国石油集团工程设计有限责任公司 Device and method for testing buoyant force of buried pipeline
CN102944348B (en) * 2012-12-07 2015-04-29 中国石油集团工程设计有限责任公司 Device and method for testing buoyant force of buried pipeline
CN103091222B (en) * 2013-01-04 2014-12-10 西南交通大学 Device for simulating and testing water burst of tunnel fissure
CN103076128A (en) * 2013-01-04 2013-05-01 西南交通大学 Tunnel three-dimensional stress field simulator
CN103091222A (en) * 2013-01-04 2013-05-08 西南交通大学 Device for simulating and testing water burst of tunnel fissure
CN103076128B (en) * 2013-01-04 2015-06-24 西南交通大学 Tunnel three-dimensional stress field simulator
CN103344481A (en) * 2013-06-24 2013-10-09 重庆交通大学 Test method and system for wall-soil interaction force
CN103344481B (en) * 2013-06-24 2016-03-16 重庆交通大学 Wall-soil interaction force test method and test macro
CN103398861A (en) * 2013-08-05 2013-11-20 中国科学院武汉岩土力学研究所 Physical simulation test system for true triaxial rockburst of deep-buried tunnel
CN103398861B (en) * 2013-08-05 2015-08-05 中国科学院武汉岩土力学研究所 A kind of true triaxial rockburst physical simulation experiment system for deep-lying tunnel
CN104034368A (en) * 2014-06-16 2014-09-10 同济大学 Soil body and pressure integrated observation device with three-dimensional extensible type support
CN105067294A (en) * 2015-07-17 2015-11-18 青岛理工大学 Mining overburden separated strata allometry test monitoring system and analysis method

Similar Documents

Publication Publication Date Title
Tan et al. Observed behaviors of a long and deep excavation constructed by cut-and-cover technique in Shanghai soft clay
CN104833537B (en) A kind of similar model test device of simulation tunnel construction
Li et al. Model test study on surrounding rock deformation and failure mechanisms of deep roadways with thick top coal
CN207198149U (en) One kind is based on numerical simulation study close-in seamses group's water-retaining production experimental provision
Jaeger Rock mechanics and engineering
Chiang et al. Responses of single piles to tunneling-induced soil movements in sandy ground
Chen et al. Shaking table test of utility tunnel under non-uniform earthquake wave excitation
CN103510551B (en) A kind of bridge deepwater foundation three-dimensional force model stress model test platform
CN103454400B (en) Model box applied to large stereoscopic synthesis simulation test bench in geotechnical engineering
CN105203410B (en) A kind of experimental rig for being used to measure rock shearing creep properties
CN104458445B (en) Shear test device and shear test method in in-situ soil body pore
CN104751725B (en) Slope and land slide teaching demonstration device and test method
Chou et al. Centrifuge modeling of seismically induced uplift for the BART transbay tube
CN101377479B (en) Stope mine pressing three-dimensional physical simulation test stand
CN102621001B (en) True three-dimensional sliding variable dimension loading box device used for geomechanical model test
CN102094432B (en) Model for causing ground setting due to engineering environment effect and test method thereof
CN103344491B (en) Method for simulating roadway rock burst based on coaction of static load and blast load
CN103076128B (en) Tunnel three-dimensional stress field simulator
CN101539491B (en) Device for testing model with three-dimensional gradient nonuniform loading structure
CN103398902B (en) Test apparatus for flexible loading and instantaneously unloading of high geostress, and test method
Chen et al. Shaking table tests on a three-arch type subway station structure in a liquefiable soil
CN102175517B (en) Large-size freely combined model test device for high ground stress underground engineering
CN105675840B (en) Workings subject to dy namic pressure supporting physical model test device and method
CN102866241B (en) Three-directionally-loaded large-scale three-dimensional similarity simulation test method
CN201681023U (en) Tester for testing bearing capacity and deformation characteristics of foundation soil in room

Legal Events

Date Code Title Description
GR01 Patent grant
C14 Grant of patent or utility model
CX01 Expiry of patent term

Granted publication date: 20091125

CX01 Expiry of patent term