CN201650298U - Plane strain type model testing device capable of simulating the tunnel full-face excavation - Google Patents
Plane strain type model testing device capable of simulating the tunnel full-face excavation Download PDFInfo
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- CN201650298U CN201650298U CN2009202143911U CN200920214391U CN201650298U CN 201650298 U CN201650298 U CN 201650298U CN 2009202143911 U CN2009202143911 U CN 2009202143911U CN 200920214391 U CN200920214391 U CN 200920214391U CN 201650298 U CN201650298 U CN 201650298U
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Abstract
The utility model relates to a plane strain type model testing device capable of simulating the tunnel full-face digging, belonging to the model testing device capable of simulating the tunnel excavation. The plane strain type model testing device solves the defects of the prior technology that: the simulation effect is bad and the test difficulty is large and comprises a testing soil box for housing the simulation soil layer; a tunnel module in the testing soil box and a loading device for pressuring the simulation soil layer, wherein a hole corresponding with the tunnel section shape is arranged on the side wall of the testing soil box and the tunnel module comprises a plurality of detachably module sub-slices. The simulation of the tunnel excavation is realized by controlling the dismounting sequence of the tunnel module and the tunnel section shape is very accurately controlled and section shape difference due to manual excavation is prevented.
Description
Technical field
The utility model relates to a kind of model test apparatus of simulation tunnel excavation, particularly a kind of plane strain formula model test apparatus of simulation tunnel full face excavation.
Background technology
Because the complexity of geotechnical body itself makes model testing use commonplacely in the research of rock mechanics and engineering, especially at the simulation of tunnel excavation.By to the simulation of constructing tunnel process with to the analysis of experimental data, can offer reference and reference for the design and construction in tunnel, simultaneously also for ensureing that tunnel structure is efficient, safe operation provides effective research means and approach.In view of utilizing test to come the necessity of simulation tunnel digging process, at present, many scholars adopt diverse ways to realize this purpose, for example, Wang Mingnian (1995) loads the examination body in horizontal mode in the special test pit of making, but what it was taked is the mode simulation tunnel excavation of " dig a hole earlier, the back loads ", distinguishes to some extent with actual engineering; Zhou Xiaowen (1999) utilizes the release of gas cell band to come the excavation of simulation tunnel, but this kind method comparatively is fit to the tunnel of standard circular section, and is then not fully up to expectations for the simulation of the highway of the general flat section of large span, railway tunnel; Huang Lunhai (2004) adopts the rock mass mechanics response of built-in jack simulation tunnel inside, but there is certain degree of difficulty in this method when carrying out the small scale test.
The utility model content
In order to solve problems of the prior art, the utility model provides a kind of plane strain formula model test apparatus of simulation tunnel full face excavation, can simulate the dynamically overall process of constructing tunnels such as driving, lining cutting supporting, overall process at indoor reproduction tunnel site operation, thereby for the design and construction of actual tunnel provides more accurate, full and accurate experimental data, and safe and efficient the carrying out of guarantee tunnel structure design and construction.
For this reason, the utility model is by the following technical solutions:
The plane strain formula model test apparatus of simulation tunnel full face excavation, it is characterized in that: it comprises and holds the native case of the test of simulating soil layer, is located at the tunnel module in the native case of test and gives the charger of simulation soil layer pressurization, the native case sidewall of described test is provided with and the corresponding hole of tunnel module section configuration, and described tunnel module comprises the sub-sheet of some removable modules.The order of removing by control tunnel module can realize the simulation to tunnel excavation, can control very accurately the tunnel cross-section shape, has avoided the difference on the section configuration that manual excavation causes.
As to the improving and replenishing of technique scheme, the utility model is further taked any combination of following technical measures or these measures:
The sub-sheet of arch module, two sub-sheets of abutment wall module and the sub-sheet of crown module at the bottom of described tunnel module comprises one, described two sub-sheets of abutment wall module stand on the upper surface of the sub-sheet of arch module both sides, the end, and the sub-sheet of described crown module is connected between two the sub-sheet of abutment wall module upper ends.
The dual-side of the sub-sheet of described crown module is provided with " L " shape and begins to speak, and the upper end of the sub-sheet of described abutment wall module is provided with corresponding inverted "L" shaped and begins to speak; The sub-sheet of described end arch module both sides are respectively equipped with lug boss, and described two sub-sheets of abutment wall module stand on respectively on these two lug bosses.
The sub-sheet of described end arch module links to each other by movable pin with the sub-sheet of abutment wall module.
Side is provided with its passive recreational center pin before and after the sub-sheet of described crown module, and the corresponding position is provided with the fixedly fastening devices of recreational center pin on the sub-sheet of described end arch module.
The left and right sides sidewall of the native box body of described test and diapire are steel plate, and its front and back sidewall is a tempered glass, and described hole is located on the tempered glass, and the sidewall outside in front and back is provided with reinforced liner.
Described reinforced liner comprises the base of being located at the native box body downside of test, is located at two pairs of montants in the sidewall outside before and after the casing respectively, the montant upper end of both sides, front and back correspondence links to each other by stull, the lower end links to each other by base, and two montants upper ends in the every pair of montant link to each other by loading crossbeam.
Described charger comprises jack and the charging assembly that is driven by jack, and described jack is connected with proving ring.
Girder steel, some steel plates that evenly is arranged at the girder steel downside that described charging assembly comprises cushion block, links to each other with jack by cushion block.
During work:
1), determines the size and the position of reserving hole on the glass plate on two sides before and after the casing according to the section configuration of institute's simulation tunnel and selected test ratio.
2) the model soil body material that layering is inserted and compacting prepares in casing treats that it reaches when reserving the tunnel basal surface position, the tunnel module is placed in the face glass reserving hole and with the sub-sheet of each module combine; The recreational center pin of the sub-sheet of crown module rear and front end is put down, and prop up on the sub-sheet of end arch module, utilize the fastening devices of installing on the sub-sheet of end arch module that the recreational center pin is fixed.
3) continue to banket in the native case after placing the tunnel module, and after burying and connect relevant tester underground, and can be by the charger above the native case to model stratum load application, the initial stress state of rock mass inside during in order to simulation different buried depth and overlying burden.
4) for the simulation tunnel excavation, can earlier the abutment wall module be pulled down, make the sub-sheet of abutment wall module in the tunnel, to move; Simultaneously, the fastening devices at recreational center pin place makes that the recreational center pin can be to outside rotation on the sub-sheet of rotation end arch module; Two sides before and after casing, catch the recreational center pin of every side outside case, to rotate respectively, after losing support force again, the sub-sheet of crown module can fall by nature under the effect of overlying burden, meanwhile, after the supporting role that has lost the sub-sheet of crown module, the sub-sheet of abutment wall module of both sides also can slump in the tunnel, the sub-sheet of crown module and two sub-sheets of abutment wall module that sink and the arch bed die piece that was located in the below, tunnel are originally taken out, just formed needed tunnel excavation section, and realized simulation the tunnel full face excavation.
5) behind tunnel excavation, can utilize charger further to load as required, the mechanical response problem of rock mass under the no lining cutting supporting situation behind the research tunnel excavation; Also can behind tunnel excavation, in tunnel cross-section, place the model liner structure, the mechanical response problem of research tunnel structure.
Can realize that by above-mentioned steps compared with prior art, the beneficial effects of the utility model are embodied in to the complete simulation of true constructing tunnel process and liner structure supporting:
1) can reproduce stress of primary rock field;
2) abandon over the test model of " dig a hole earlier, then load ", realize " load earlier, then dig a hole ", and make it more approaching with the practice of construction situation;
3) gained tunnel cross-section shape is very accurate, has avoided the difference on the section configuration that manual excavation causes;
4) in digging process, can realize the control on bolt anchorage and lining cutting supporting opportunity, to have avoided prior tunnel lining or anchor pole to be imbedded the defective of excavating again in the rock mass in the test in the past, this point is more near the situation of practice of construction.
Compare with similar experimental facilities, this experimental rig at the research constructing tunnel to more comprehensive and true aspect the problem of the influence of surrounding environment and tunnel structure self mechanical response, experimental data is more true and reliable, thereby provides sound assurance for the design and construction of tunnel structure.
Description of drawings
Fig. 1 is a structural representation of the present utility model;
Fig. 2 is another view of Fig. 1;
Fig. 3 is the assembled state schematic diagram of the utility model tunnel module;
Fig. 4 is the dismounting view of the utility model tunnel module;
Fig. 5 is the structural representation of the sub-sheet of arch module at the bottom of the utility model tunnel.
The specific embodiment
The plane strain formula model test apparatus of simulation tunnel full face excavation as shown in Figure 1 and Figure 2 mainly comprises test native case, tunnel module and charger.
Test native case is made of the native case of test the casing 1 of steel plate and angle steel weldering system main body; Casing is shelved on the base 2 that is formed by two channel-section steel butt welding; The two sides, front and back of casing is provided with tempered glass 3; Form the support of putting more energy into together by base 2, montant 4 and stull 5, putting more energy at two is provided with the loading crossbeam 6 of channel-section steel to being welded between support.
(Fig. 3-Fig. 5), dual-side setting " L " shape of the sub-sheet 12 of crown module is begun to speak, and both sides are provided with recreational center pin 15 before and after it in the tunnel module; The upper end of the sub-sheet 13 of abutment wall module is provided with inverted "L" shaped and begins to speak, and its lower end is straight; On the limit, the left and right sides of the sub-sheet 14 of end arch module movable pin 16 is set, and the projection 19 that 5mm does is set, and the fixedly fastening devices 17 and 18 of recreational center pin 15 is set in its rear and front end in the end of dual-side.
In the charger, the load that jack 8 applies passes to steel I-beam 10 under it by cushion block 9, is being passed to its lower steel plate 11 by steel I-beam 10, and is finally passing to the model stratum; Proving ring 7 is used for measuring the also size of control loaded; Above-mentioned steel plate 11 is evenly arranged for 10 times at steel I-beam.
The course of work of the present utility model and operating principle are as follows:
(1), determines the size and the position of reserving hole on the glass plate on two sides before and after the casing according to the section configuration of institute's simulation tunnel and selected test ratio.
(2) the model soil body material that layering is inserted and compacting prepares in casing treats that it reaches when reserving the tunnel basal surface position, is placed on the tunnel module in the face glass reserving hole; For this reason, at first encircleed the sub-sheet of module the end and place wherein, place the sub-sheet of abutment wall module of the left and right sides subsequently thereon, and with the bottom of the sub-sheet of movable pin fixed edge wall module on the sub-sheet of end arch module, in case its landing; Subsequently, the sub-sheet of crown module is set up, and utilized " L " shape on it to begin to speak and the inverted "L" shaped of the abutment wall module of the left and right sides overlap joint of beginning to speak, be i.e. the fixing upper end of the sub-sheet of abutment wall module; At last, the recreational center pin of the sub-sheet of crown module rear and front end is put down, and prop up on the sub-sheet of end arch module, be used for supporting the effect of tunnel overlying burden, for preventing that the recreational center pin from tilting, collapsing falls, utilize the fastening devices of installing on the sub-sheet of end arch module that the recreational center pin is fixed.
(3) continue to banket in the native case after placing the tunnel module, and after burying and connect relevant tester underground, and can be by the charger above the native case to model stratum load application, the initial stress state of rock mass inside during in order to simulation different buried depth and overlying burden.
(4) be the simulation tunnel excavation, the movable pin that can earlier be encircleed place, limit, the left and right sides on the sub-sheet of module the end rotates downwards, makes the sub-sheet of abutment wall module to move in the tunnel; Simultaneously, the fastening devices at recreational center pin place makes that the recreational center pin can be to outside rotation on the sub-sheet of rotation end arch module; Two sides before and after casing, catch the recreational center pin of every side outside case, to rotate respectively, after losing support force again, the sub-sheet of crown module can fall by nature under the effect of overlying burden, meanwhile, after having lost the supporting role that the sub-sheet of crown module " L " shape begins to speak, the sub-sheet of abutment wall module of both sides also can slump in the tunnel, the sub-sheet of crown module and two sub-sheets of abutment wall module that sink and the arch bed die piece that was located in the below, tunnel are originally taken out, just formed needed tunnel excavation section, and realized simulation the tunnel full face excavation.
(5) behind tunnel excavation, can utilize charger further to load as required, the mechanical response problem of rock mass under the no lining cutting supporting situation behind the research tunnel excavation; Also can behind tunnel excavation, in tunnel cross-section, place the model liner structure, the mechanical response problem of research tunnel structure.
The processing arbitrarily as required of the section configuration of tunnel of the present utility model module and big I realizes the construction simulation to different section shape tunnel; If at the tunnel model of standard section shape, then this tunnel module can reuse; In addition, if take a plurality of these tunnel module arranged in series, but the step excavation of simulation tunnel then; Further, it can be applied to the test of the threedimensional model of tunnel excavation and go.
Should be pointed out that present embodiment just lists expressivity principle of the present utility model and effect are described, but not be used to limit the utility model.Any personnel that are familiar with this technology all can make amendment to the foregoing description under spirit of the present utility model and scope.Therefore, rights protection scope of the present utility model should be listed as claims.
Claims (9)
1. the plane strain formula model test apparatus of simulation tunnel full face excavation, it is characterized in that: it comprises and holds the native case of the test of simulating soil layer, is located at the tunnel module in the native case of test and gives the charger of simulation soil layer pressurization, the native case sidewall of described test is provided with and the corresponding hole of tunnel module section configuration, and described tunnel module comprises the sub-sheet of some removable modules.
2. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 1, it is characterized in that: the sub-sheet of arch module, two sub-sheets of abutment wall module and the sub-sheet of crown module at the bottom of described tunnel module comprises one, described two sub-sheets of abutment wall module stand on the upper surface of the sub-sheet of arch module both sides, the end, and the sub-sheet of described crown module is connected between two the sub-sheet of abutment wall module upper ends.
3. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 2, it is characterized in that: the dual-side of the sub-sheet of described crown module is provided with " L " shape and begins to speak, and the upper end of the sub-sheet of described abutment wall module is provided with corresponding inverted "L" shaped and begins to speak; The sub-sheet of described end arch module both sides are respectively equipped with lug boss, and described two sub-sheets of abutment wall module stand on respectively on these two lug bosses.
4. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 3 is characterized in that: the sub-sheet of described end arch module links to each other by movable pin with the sub-sheet of abutment wall module.
5. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 2, it is characterized in that: side is provided with its passive recreational center pin before and after the sub-sheet of described crown module, and the corresponding position is provided with the fixedly fastening devices of recreational center pin on the sub-sheet of described end arch module.
6. according to the plane strain formula model test apparatus of each described simulation tunnel full face excavation of claim 1-5, it is characterized in that: the left and right sides sidewall of the native box body of described test and diapire are steel plate, its front and back sidewall is a tempered glass, described hole is located on the tempered glass, and the sidewall outside in front and back is provided with reinforced liner.
7. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 6, it is characterized in that: described reinforced liner comprises the base of being located at the native box body downside of test, is located at two pairs of montants in the sidewall outside before and after the casing respectively, the montant upper end of both sides, front and back correspondence links to each other by stull, the lower end links to each other by base, and two montants upper ends in the every pair of montant link to each other by loading crossbeam.
8. according to the plane strain formula model test apparatus of each described simulation tunnel full face excavation of claim 1-5, it is characterized in that: described charger comprises jack and the charging assembly that is driven by jack, and described jack is connected with proving ring.
9. the plane strain formula model test apparatus of simulation tunnel full face excavation according to claim 8 is characterized in that: girder steel, some steel plates that evenly is arranged at the girder steel downside that described charging assembly comprises cushion block, links to each other with jack by cushion block.
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| CN2009202143911U CN201650298U (en) | 2009-11-27 | 2009-11-27 | Plane strain type model testing device capable of simulating the tunnel full-face excavation |
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| CN2009202143911U CN201650298U (en) | 2009-11-27 | 2009-11-27 | Plane strain type model testing device capable of simulating the tunnel full-face excavation |
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