CN201203599Y - Test system for high voltage loading construction model - Google Patents
Test system for high voltage loading construction model Download PDFInfo
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- CN201203599Y CN201203599Y CNU2008200230484U CN200820023048U CN201203599Y CN 201203599 Y CN201203599 Y CN 201203599Y CN U2008200230484 U CNU2008200230484 U CN U2008200230484U CN 200820023048 U CN200820023048 U CN 200820023048U CN 201203599 Y CN201203599 Y CN 201203599Y
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Abstract
The utility model relates to a high voltage loading structure model test system, which comprises an intelligent hydraulic control system, a high voltage loading system and a counterforce device system. The high voltage loading system is arranged in the counterforce device system, the intelligent hydraulic test bed of the intelligent hydraulic control system is connected to a high voltage loading system through a high voltage oil pipe, the high voltage loading system comprises a jack and loading boards, one end of the jack is connected to the loading boards, the other end is connected to the counterforce device system, each of the six loading boards connected to the jack is closely abuts against to the front, back, left, right, top and bottom sides of a test model. The utility model has the advantages of synchronous, independent and high voltage loading, high loading automation, high loading accuracy, multiple loading functions, high rigid of the loading system, superior integral stability and easy operation, and a chamber can be loading opened axially. The high voltage loading structure model test system can be widely used for deep underground chamber structure model test research in hydropower, traffic, energy, mine, national defense and other engineering fields.
Description
Technical field
The utility model relates to a kind of high pressure loading structure model test system that uses in water power, traffic, the energy, mine and underground excavation engineering field, national defence deep.
Background technology
19th century were centuries of bridge, and 20th century were centuries of skyscraper, and 21 century is the century that human development utilizes the underground space, along with the fast development of Chinese national economy, manyly constantly moved towards the deep building and be about to newly-built underground works.Be mining mineral resource underground passage, or the underground chamber of the subterranean tunnel of transport development and hydroelectric development etc. all develops to the deep direction that exceedes km or thousands of meters gradually.Increase along with depth of burial, cavern, deep rock mass is under the high-ground stress loading condition, a series of new feature scientific phenomenas such as subregion breaks, large deformation, impact failure have appearred in the structure of surrounding rock of chamber, mechanical characteristic and engineering response, these feature scientific phenomenas are compared significantly different with the response of shallow embedding surrounding rock of chamber engineering, thereby the deep rock mass engineering project problem caused the very big concern of rock mechanics and engineering domain expert scholar in the world, becomes the hot issue of this area research in recent years.At the mechanical deformation characteristic of deep cavity engineering rock mass complexity, on the other hand, to study by the structural model test method more by theoretical research on the one hand.But carry out cavern, deep structural model test, corresponding high pressure loading structure model test system just must be arranged, at present relevant structural model test systematic research present situation is as follows:
(1) " Wuhan hydraulic power college journal " the 5th phase in 1992 has been introduced a kind of plane stress test unit and loading system, its test unit is that headroom is the afterburning frame of 150cm * 140cm enclosed planar rigidity, loading system is by pressure cell, air lift pump, pipeline, tensimeter are formed, during test by the load or unload step by step of air pump controlled pressure.This system is that the plane loads, and can't realize three-dimensional the loading.
(2) " rock mechanics and engineering journal " the 3rd phase in 2004 has been introduced the multi-functional analogue experiment installation of a kind of Geotechnical Engineering, and this apparatus main body loads supporting structure and is made up of the tie system of upper and lower cover plate, triangle allocation block and the orthogonal quadrature of 3 covers.Model lies between the upper and lower cover plate during test, applies vertical respectively on the relative both sides of model and stress flatly.This system loads sample dimensions is less and can't realize that high pressure loads.
(3) " water conservancy journal " 2002 the 5th phases have been introduced the three-dimensional many principal stress planes load test of a kind of discretize system, test unit mainly is made up of vertical pillars, closed steel construction ring beam, supporting steel frame, and loading system mainly is made up of high-pressure gasbag, reaction thrust plate, spacing lifting jack and air compressor.Its test stand size is bigger, and has realized loading by principal direction of stress, but the distortion of test stand lateral deflection is big, and loading system can't realize that high pressure loads.
(4) " rock mechanics and engineering journal " the 21st phase in 2004 has been introduced a kind of plane strain tunnel rig for model test, and moulded dimension is 1m * 1m * 0.2m, vertical layout, and this testing table can't realize that high pressure loads.
(5) " rock mechanics and engineering journal " the 16th phase in 2005 has been introduced a kind of three soft rock non-linear mechanics experimental systems, this system can carry out triaxial tension and compression, draw and multiple composite test such as cut and the different uninstall process that add are simulated, the maximum pressure 450kN of system, maximum pull 75kN, test specimen full-size is 450mm * 150mm * 150mm.This system model sample dimensions is less, simultaneously can't the simulated high-pressure loading procedure.
(6) " underground space " 2004 the 4th phases have been introduced a kind of vcehicular tunnel structure and country rock comprehensive experimental system, this system is based on the principle of " load earlier, then dig a hole ", adopt hydraulic jack to withstand on the model test piece external load to simulate overlying strata soil layer gravity stress, with built-in lifting jack and body stress response of displacement meter simulation excavation and change in displacement.This system can't simulate cavern, deep high pressure and load.
(7) " civil engineering work journal " the 12nd phase in 2005, and application number is that 200510045291.7 Chinese utility model has been introduced a kind of novel ground geomechanical model test system, and this system mainly is made up of load-change plate, the hydraulic loaded control testing table of boxlike bench frame apparatus, band flat jack.This system has that scale is big, assembling flexibly, size adjustable, the advantage that can carry out synchronous non-homogeneous loading, to load and load payload values limited but system can only carry out the plane, can't simulate cavern, deep high pressure loading procedure.
(8) " rock mechanics and engineering journal " the 1st phase in 2008 has been introduced a kind of servocontrol High Temperature High Pressure rock mass triaxial test machine, and this testing machine can carry out the false triaxial test of rock under the high-temperature and high-pressure conditions, and specimen size is φ 200mm * 400mm.This testing machine is mainly used in the loading under the hot conditions, though on-load pressure is higher, can't simulate true three loadings of rock mass test specimen, and specimen size is less.
The utility model content
The utility model is for overcoming above-mentioned the deficiencies in the prior art, provide a kind of intelligentized, can simulate the 3 d structure model pilot system that synchronous, the independent high pressure of large scale rock mass test specimen loads.
The purpose of this utility model is to adopt following technical proposals to realize: a kind of high pressure loading structure model test system, comprise intelligent hydraulic control system, high pressure loading system and counterforce device system, the high pressure loading system is arranged in the counterforce device system, the intelligent hydraulic control testing table of intelligent hydraulic control system is connected with the high pressure loading system by high-pressure oil pipe, the high pressure loading system comprises lifting jack and load plate, one end of lifting jack is connected with load plate, the other end is connected with the counterforce device system, six load plate that link to each other with lifting jack be close to respectively test model before, after, a left side, right, on, on following six sides.
Described counterforce device system comprises model counterforce device, ring flange and counter-force transmission plate, and the model counterforce device is connected to form by high-strength coupling bolt by boxlike cast steel member and angle iron component; Counter-force transmission plate one side is near the inwall of model counterforce device, and ring flange is fixed on another opposite flank of counter-force transmission plate by hexagon socket head cap screw, and the lifting jack of high pressure loading system is fixed on the ring flange by hexagon socket head cap screw.
Described lifting jack is connected by hexagon socket head cap screw with load plate.
Described intelligent hydraulic control system is made up of intelligent hydraulic control testing table and high-pressure oil pipe, and high-pressure oil pipe connects intelligent hydraulic control testing table and lifting jack.
Be connected with by bolt on corresponding two load plate in front and back in described six load plate and can carry out the pilot tunnel dish that the cavern axially loads excavation.
Described load plate is provided with fairlead.
The utility model is compared with domestic and international structural model test system of the same type has following significant technical advantage:
(1) system's energy automatic control model all around, the synchronous loading of three pairs of directions up and down, but but every pair of direction independent loads, effectively very three-dimensional loading of implementation model system again.
(2) the three dimensional taest moulded dimension is bigger, and maximum can be 1000mm * 1000mm * 1000mm, and this is that domestic and international at present very three-dimensional high pressure loads maximum model test size.
(3) model system loading payload values is big, the pumping plant working pressure is 32.5MPa, the peak load that the every side of model can apply is 2000KN, consider the model ratio of similitude of 1:100, the maximum buried depth of the underground chamber that this system can simulate is 2 myriametres, can effectively reflect deformation failure process and the failure mechanism of cavern, deep rock mass under high loading status.
(4) model system loads automaticity and loading accuracy height, and by intelligent hydraulic control testing table, synchronous, the independent high pressure of each side of implementation model loads automatically, and model hierarchical loading precision is 1%.
(5) system can guarantee the long-term voltage stabilizing of model test.After being pressurized to setup pressure value, system cuts off oil pump feed automatically by intelligent hydraulic control system, and keeps oil pressure stable, in the process of the test, when oil pressure descends, system by intelligent hydraulic control system can open automatically oil pump again fuel feeding with the warranty test pressure stability.
(6) the system loads function is many, loads by minute one dimension of pressure-controlled implementation model, two and three dimensions.
(7) system has overcome at present both at home and abroad about the axial difficult problem that punches that loads of underground chamber model test by the excavation and support under the axial stress state in pilot tunnel dish realization cavern, deep.
(8) system adopts twin-tub oil return release mode, can simulate the loading and unloading process of large scale three-dimensional model.
(9) model system rigidity height, resistance to overturning are good, simple to operation.
(10) high pressure loading structure model test system can be widely used in the deep underground chamber structural model test research in engineering fields such as water power, traffic, the energy, mine, national defence, has a extensive future remarkable in economical benefits.
Description of drawings
Fig. 1 is the utility model entire system structural representation;
Fig. 2 is a lifting jack charger structural representation;
Fig. 3 is a counter-force transmission plate structural representation;
Wherein 1. intelligent hydraulics are controlled testing table, 2. lifting jack, 3. load plate, 4. ring flange, 5. counter-force transmission plate, 6 model counterforce devices, 7. test model, 8. high-pressure oil pipe, 9. the pilot tunnel dish axially excavates in the cavern, 10. angle iron component, 11. high-strength coupling bolts, 12. fairleads, 13. hexagon socket head cap screws.
Embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
Among Fig. 1-Fig. 3, the high pressure loading system is arranged in the counterforce device system, intelligent hydraulic control testing table 1 is connected with the high pressure loading system by high-pressure oil pipe 8, the high pressure loading system comprises lifting jack 2 and load plate 3, one end of lifting jack 2 is connected with a side of load plate 3 by hexagon socket head cap screw 13, the other end is connected with the counterforce device system, and load plate 3 is provided with 12, six load plate 3 of fairlead another side relative with lifting jack 2 connections and abuts against respectively on six sides of test model 7.
The counterforce device system comprises model counterforce device 6, ring flange 4 and counter-force transmission plate 5, and model counterforce device 6 is connected to form by high-strength coupling bolt 11 by boxlike cast steel member and angle iron component 10, and the boxlike cast steel member is provided with fairlead 12.Counter-force transmission plate 5 one sides are near the inwall of model counterforce device 6, and ring flange 4 is fixed on by hexagon socket head cap screw 13 on another opposite flank of counter-force transmission plate 5, and the lifting jack 2 of high pressure loading system is fixed on the ring flange 4 by hexagon socket head cap screw 13.The counterforce device system is used to bear test model 7 and loads the counter-force that transmits.
Intelligent hydraulic control system is mainly used in the automatic loading and the voltage stabilizing control of model test, and this system mainly is made up of intelligent hydraulic control testing table 1 and high-pressure oil pipe 8.High-pressure oil pipe 8 connects intelligent hydraulic control testing table 1 and lifting jack 2.Establish fuel tank, high-pressure oil pump, motor, intelligence sensor, electromagnetic relief valve, solenoid directional control valve, oil filter, retaining valve, distribution valve in the intelligent hydraulic control testing table 1, on the control table top, be provided with intelligent digital tensimeter, power switch, pilot lamp and control knob.Intelligent hydraulic control system is mainly used in test model 7 all arounds, synchronous, the independent high pressure of three pairs of directions loads up and down, be pressurized to the force value of default when system after, system can cut off oil pump feed automatically, and keeps the oil pressure long-term stability.In the process of the test, even because the part oil return of hydraulic pressure or a small amount of leakage of oil, system also can promptly compensate the oil circuit loss and come constant required force value.
The high pressure loading system is mainly used in to test model 7 and applies high load, and this system mainly is made up of six load plate 3 of 24 large-tonnage hydraulic jack 2, size adjustable.The design thrust of single lifting jack 2 is 500KN, and every load plate 3 is connected by hexagon socket head cap screw 13 with four lifting jack 2, and the peak load that every load plate 3 imposes on test model 7 is 2000KN.
As shown in Figure 1, the front and back load plate 3 of band lifting jack 2 loads synchronously by the front and back of intelligent hydraulic control testing table 1 control test model 7; The left and right sides load plate 3 of band lifting jack 2 loads about by intelligent hydraulic control testing table 1 control test model 7 synchronously; The load plate up and down 3 of band lifting jack 2 loads up and down synchronously by intelligent hydraulic control testing table 1 control test model 7.
Test model 7 each side near the thickness of load plate 3 be that the length and the height of 3mm, load plate 3 can be adjusted arbitrarily according to the size of test model 7, load plate 3 connects 4 lifting jack 2 by hexagon socket head cap screw 13, the design thrust 500KN of lifting jack 2, the maximum load load of load plate is 2000KN, consider the model ratio of similitude of 1:100, the nonlinear deformation destructive process that maximum buried depth is the deep cavern excavation of 2 myriametres can be simulated by this system.
Axially excavate pilot tunnel dish 9 and be connected on the two corresponding load plate 3 in front and back by hinged bolt the cavern, after test model 7 three-dimensional the loadings, axially loads excavation and support but pull down pilot tunnel dish 9 implementation model caverns.
As Fig. 2, shown in Figure 3, the rear end of lifting jack 2 is connected with loading steel plate 3 by hexagon socket head cap screw 13, and load plate 3 directly puts on load on the test model 7; The front end of lifting jack 2 at first links to each other with ring flange 4 by hexagon socket head cap screw 13, and then by hexagon socket head cap screw 13 ring flange 4 is linked to each other with counter-force transmission plate 5, at last counter-force transmission plate 5 is abutted against with model counterforce device 6.
Claims (6)
1. high pressure loading structure model test system, comprise intelligent hydraulic control system, high pressure loading system and counterforce device system, the high pressure loading system is arranged in the counterforce device system, the intelligent hydraulic control testing table of intelligent hydraulic control system is connected with the high pressure loading system by high-pressure oil pipe, it is characterized in that: the high pressure loading system comprises lifting jack and load plate, one end of lifting jack is connected with load plate, the other end is connected with the counterforce device system, six load plate that link to each other with lifting jack be close to respectively test model before, after, a left side, right, on, on following six sides.
2. high pressure loading structure model test according to claim 1 system, it is characterized in that: described counterforce device system comprises model counterforce device, ring flange and counter-force transmission plate, and the model counterforce device is connected to form by high-strength coupling bolt by boxlike cast steel member and angle iron component; Counter-force transmission plate one side is near the inwall of model counterforce device, and ring flange is fixed on another opposite flank of counter-force transmission plate by hexagon socket head cap screw, and the lifting jack of high pressure loading system is fixed on the ring flange by hexagon socket head cap screw.
3. high pressure loading structure model test according to claim 1 system, it is characterized in that: described lifting jack is connected by hexagon socket head cap screw with load plate.
4. high pressure loading structure model test according to claim 1 system is characterized in that: described intelligent hydraulic control system is made up of intelligent hydraulic control testing table and high-pressure oil pipe, and high-pressure oil pipe connects intelligent hydraulic and controls testing table and lifting jack.
5. high pressure loading structure model test according to claim 1 system is characterized in that: be connected with by bolt on corresponding two load plate in the front and back in described six load plate and can carry out the pilot tunnel dish that the cavern axially loads excavation.
6. high pressure loading structure model test according to claim 1 system, it is characterized in that: described load plate is provided with fairlead.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008200230484U CN201203599Y (en) | 2008-05-29 | 2008-05-29 | Test system for high voltage loading construction model |
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| Application Number | Priority Date | Filing Date | Title |
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| CNU2008200230484U CN201203599Y (en) | 2008-05-29 | 2008-05-29 | Test system for high voltage loading construction model |
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| CN201203599Y true CN201203599Y (en) | 2009-03-04 |
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| CNU2008200230484U Expired - Fee Related CN201203599Y (en) | 2008-05-29 | 2008-05-29 | Test system for high voltage loading construction model |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101285808B (en) * | 2008-05-29 | 2010-08-04 | 山东大学 | High crustal stress genuine three-dimensional load model trial system |
| CN103454400A (en) * | 2013-07-11 | 2013-12-18 | 北京工业大学 | Model box applied to large stereoscopic synthesis simulation test bench in geotechnical engineering |
| CN104634647A (en) * | 2015-01-30 | 2015-05-20 | 北京交通大学 | Three-dimensional loading device for tunnel model experiment |
| CN108519287A (en) * | 2018-04-02 | 2018-09-11 | 山东大学 | A kind of rotatable model test loading device and loading method |
| CN109238761A (en) * | 2018-09-25 | 2019-01-18 | 绍兴文理学院 | The model test method and its device of a kind of gallery test under simulation Deep Condition |
| CN109406281A (en) * | 2018-12-11 | 2019-03-01 | 中国矿业大学(北京) | A kind of tunnel butterfly destruction area similarity simulation experiment platform and experimental method |
| CN115541823A (en) * | 2022-09-29 | 2022-12-30 | 北京航空航天大学 | Ultra-thin plate formability testing machine |
| US11680381B2 (en) | 2021-01-07 | 2023-06-20 | Caterpillar Underground Mining Pty. Ltd. | Variable system pressure based on implement position |
-
2008
- 2008-05-29 CN CNU2008200230484U patent/CN201203599Y/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101285808B (en) * | 2008-05-29 | 2010-08-04 | 山东大学 | High crustal stress genuine three-dimensional load model trial system |
| CN103454400A (en) * | 2013-07-11 | 2013-12-18 | 北京工业大学 | Model box applied to large stereoscopic synthesis simulation test bench in geotechnical engineering |
| CN104634647A (en) * | 2015-01-30 | 2015-05-20 | 北京交通大学 | Three-dimensional loading device for tunnel model experiment |
| CN104634647B (en) * | 2015-01-30 | 2017-04-12 | 北京交通大学 | Three-dimensional loading device for tunnel model experiment |
| CN108519287A (en) * | 2018-04-02 | 2018-09-11 | 山东大学 | A kind of rotatable model test loading device and loading method |
| CN109238761A (en) * | 2018-09-25 | 2019-01-18 | 绍兴文理学院 | The model test method and its device of a kind of gallery test under simulation Deep Condition |
| CN109406281A (en) * | 2018-12-11 | 2019-03-01 | 中国矿业大学(北京) | A kind of tunnel butterfly destruction area similarity simulation experiment platform and experimental method |
| US11680381B2 (en) | 2021-01-07 | 2023-06-20 | Caterpillar Underground Mining Pty. Ltd. | Variable system pressure based on implement position |
| CN115541823A (en) * | 2022-09-29 | 2022-12-30 | 北京航空航天大学 | Ultra-thin plate formability testing machine |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090304 Termination date: 20100529 |