CN107328898A - Pass through tomography tunnel excavation analogue experiment installation - Google Patents
Pass through tomography tunnel excavation analogue experiment installation Download PDFInfo
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- CN107328898A CN107328898A CN201710584542.1A CN201710584542A CN107328898A CN 107328898 A CN107328898 A CN 107328898A CN 201710584542 A CN201710584542 A CN 201710584542A CN 107328898 A CN107328898 A CN 107328898A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
One kind that the present invention is provided passes through tomography tunnel excavation analogue experiment installation, and pressure from surrounding rock uneven caused by country rock bulk density difference XOR elevation difference is simulated using the short steel plate being hinged two-by-two.It is hinged short steel plate energy Transfer of Shear but does not transmit moment of flexure so that will not produces failure by shear because of abrupt pressure change again while simulating uneven pressure from surrounding rock and be possibly realized；Thickness and the inclination angle of tomography can be flexibly controlled by gauze, draws and more meets actual FAULT MODEL, is especially become apparent in soft tomography；The shape of a hoof soft rubber cushion at tunnel-liner model two ends can prevent country rock material from entering tunnel, can prevent again because tunnel structure and the concentrated stress that the safety glass of front and rear sides directly contacts generation under pressure cause the phenomenon that tunnel-liner model is destroyed or safety glass ruptures.This programme can accomplish the quantitative effect by with controlling unitary variant study of fault tunnel of verifying.
Description
Technical field
The present invention relates to tunnel test technical field, and in particular to passes through tomography tunnel excavation analogue experiment installation.
Background technology
There are the engineering problems such as landslide, large deformation, the prominent mud of gushing water when passing through tomography, easily in tunnel, and this will be significantly greatly increased
Engineering difficulty and expense, or even cause security incident.Carry out model test and construction mechanics, surrounding rock failure are carried out to fault belt
Rule and adjoining rock stability Journal of Sex Research can effectively prevent or dispose such disaster.
In the prior art, Southwest Jiaotong University is in the simulation tunnel of the Application No. 201610004012.0 of application in 2016
The displacement synchronous control device and test method of active fault are passed through, the composition for disclosing its device is the model test box of uncovered
It is made up of the left half chests and fixed right half chests of activity, left half chests is connected to reaction frame by load plate and horizontal loading apparatus
On, the moving horizontally in pair of base is connected to by the vertical loading device of lower section, right half chests is directly fixed by high-strength bolt
In on base, the hypotenuse of right half chests is parallel with the hypotenuse of left half chests, and is connected by prismatic pair.Use is provided with model test box
In the model space runing rest of fixed tunnel model.The device can simulate multi-form（Walk sliding, tendency, it is oblique）, it is different
Locus（Tunnel and the tomography angle of cut, inclination angle relation）Tunnel is destroyed under the active fault stick-slip changing of the relative positions of displacement synchronous control loading
The experiment of mechanism, reliable test data is provided for the design and construction in tunnel, to ensure the operation security in tunnel.
But, existing FAULT MODEL is passed through the simulated experiment of tomography tunnel excavation and inclined in edpth of tunnel, tomography thickness, tomography
Angle and tomography with it is excessively single in terms of tunnel axis angle, it is impossible to accurately control variable, so study Tunnel Stability with it is each
Quantitative relationship between factor, measured result often has the deviation for being difficult to adjust in actual applications, without representativeness, because
This is difficult to the actual geological condition of the changeable engineering of flexible adaptation.
The content of the invention
For defect of the prior art, the present invention provides one kind and passes through tomography tunnel excavation analogue experiment installation, can spirit
The variables such as control edpth of tunnel living, tomography thickness, co-hade, tomography and tunnel axis angle, adapt to various tomography environment
Experimental rig.
One kind that the present invention is provided passes through tomography tunnel excavation analogue experiment installation, including experiment casing 1, fixed steelframe 2,
It is U-shaped steel 3, angle steel 4, jack 5, power transmission steel plate 7, country rock simulation material 9, fault simulation material 10, tunnel-liner model 11, poor
Dynamic formula digital display displacement meter 13, strain-type soil pressure cell 14, articulated mounting 16；
The fixed lower end of steelframe 2 is four groups through experiment casing 1, fixed steelframe 2, and four groups of fixation steelframes 2 are along axially in parallel point of tunnel
Cloth；Lower end is connected by U-shaped steelframe 3 between fixed steelframe 2, and lower end is connected by angle steel 4；Top is fixed on jack 5
Determine the top of steelframe 2, the lower top of jack 5 is arranged on power transmission steel plate 7；Power transmission steel plate 7 is by four blocks of short steel plates by being hinged dress
Put 16 to be spliced, often save and jack 5 is provided with short steel plate；Power transmission steel plate 7 and experiment casing 1 enclosed space filling country rock mould
Intend material 9 and fault simulation material 10；Tunnel-liner model 1 is along the experiment length direction of casing 1 is through country rock simulation material 9 and breaks
Layer simulation material 10；Differential type digital display displacement meter 13 and strain-type soil pressure cell 14 just serve as a contrast outside cloth along tunnel-liner model 11
If.
Further, it is separated by between country rock simulation material 9 and fault simulation material 10 with gauze 8, gauze 8 is consolidated with nailing 15
It is scheduled on experiment casing 1.
Further, the two ends of tunnel-liner model 11 are connected by shape of a hoof soft rubber cushion 12 with experiment casing 1.
Further, it is provided with anti-skidding cushion block 6 between 5 times tops of jack and power transmission steel plate 7.
Further, left and right, lower three faces of experiment casing 1 are the composite construction of inner side plank outside plate.
Further, experiment casing 1 front and rear sides are transparent toughened glass.
Further, country rock simulation material 9 is formulated by river sand, quartz sand, flyash, machine oil.
Further, fault simulation material 10 is formulated by fine sand, flyash and sawdust.
Further, the join of U-shaped steel 3 and angle steel 4 is fixed with trip bolt.
As shown from the above technical solution, beneficial effects of the present invention：
The present invention provides a kind of experimental provision for passing through the simulation of tomography tunnel excavation, is simulated using the short steel plate being hinged two-by-two by enclosing
Uneven pressure from surrounding rock caused by rock bulk density difference XOR elevation difference.It is hinged short steel plate energy Transfer of Shear but does not transmit moment of flexure,
Failure by shear will not be produced while to simulate uneven pressure from surrounding rock because of abrupt pressure change again；Pass through gauze energy
Flexibly the thickness of control tomography and inclination angle, draw and more meet actual FAULT MODEL, especially become apparent in soft tomography；Tunnel
The shape of a hoof soft rubber cushion at road lining model two ends can prevent country rock material from entering tunnel, can prevent again because tunnel structure with
The concentrated stress that the safety glass of front and rear sides directly contacts generation under pressure causes tunnel-liner model to destroy or steel
Change the phenomenon of glass rupture.This programme can accomplish the quantitative effect by with controlling unitary variant study of fault tunnel of verifying.
Brief description of the drawings
, below will be to specific in order to illustrate more clearly of the specific embodiment of the invention or technical scheme of the prior art
The accompanying drawing used required in embodiment or description of the prior art is briefly described.In all of the figs, similar element
Or part is general by similar reference mark.In accompanying drawing, each element or part might not be drawn according to actual ratio.
Fig. 1 passes through the schematic diagram of the experimental provision of tomography tunnel excavation simulation for the present invention.
Fig. 2 passes through the side schematic view of the experimental provision of tomography tunnel excavation simulation for the present invention.
Embodiment
The embodiment of technical solution of the present invention is described in detail below in conjunction with accompanying drawing.Following examples are only used for
Clearly illustrate technical scheme, therefore be only used as example, and the protection model of the present invention can not be limited with this
Enclose.
It should be noted that unless otherwise indicated, technical term or scientific terminology used in this application should be this hair
The ordinary meaning that bright one of ordinary skill in the art are understood.
Refer to Fig. 1 to Fig. 2, a kind of experimental provision for passing through the simulation of tomography tunnel excavation that the present embodiment is provided, including
Test casing 1, fixed steelframe 2, U-shaped steel 3, angle steel 4, jack 5, anti-skidding cushion block 6, power transmission steel plate 7, gauze 8, country rock simulation material
Material 9, fault simulation material 10, tunnel-liner model 11, shape of a hoof soft rubber cushion 12, differential type digital display displacement meter 13, strain-type soil
Pressure cell 14, nailing 15 and articulated mounting 16.Test the composite junction that left and right, lower three faces of casing 1 are inner side plank outside plate
Structure.It is transparent toughened glass to test the front and rear sides of casing 1.The fixed lower end of steelframe 2 passes through model casing 1, four groups of edges of fixation steelframe 2
Connected, join is fixed with trip bolt, pushed up on jack 5 with U-shaped steel 3, angle steel 4 between the axially in parallel distribution in tunnel, steelframe
The fixed top of steelframe 2, underlying anti-skidding cushion block 6, the anti-skidding underlying power transmission steel plate 7 of cushion block 6, power transmission steel plate is by four blocks of steel plates by being hinged
Device 16 is spliced, and often saves and jack 5 is provided with short steel plate, and jack 5 is connected with Loading Control device.Power transmission steel plate 7
With the enclosed space of model casing 1 filling country rock simulation material 9 and fault simulation material 10, country rock simulation material 9 is by river sand, quartz
Sand, flyash, machine oil are formulated, and experiment control cohesive strength, internal friction angle, unit weight, bullet are passed through according to specific engineering geology
Property modulus and Poisson's ratio determine match ratio.Fault simulation material 10 is formulated by fine sand, flyash and sawdust, according to specific
Engineering geology control cohesive strength, internal friction angle to determine match ratio by direct shearing test.Country rock simulation material 9 and fault simulation
It is separated by the middle of material 10 with gauze 8, i.e., controls tomography thickness and inclination angle with gauze.Gauze 8 is fixed on model casing 1 with nailing 15
On, tunnel-liner model 11 passes through country rock simulation material 9 and fault simulation material 10, differential type along the length direction of model casing 1
Digital display displacement meter 13 is just laid in lining outside with strain-type soil pressure cell 14 along tunnel-liner model 11, differential type digital display displacement meter 13
It is connected with strain-type soil pressure cell 14 with PC ends.The two ends of tunnel-liner model 11 pass through shape of a hoof soft rubber cushion 12 and experiment casing
1 is connected.
Country rock pressure uneven caused by country rock bulk density difference XOR elevation difference is simulated using the short steel plate being hinged two-by-two
Power.It is hinged short steel plate energy Transfer of Shear but does not transmit moment of flexure so that again will not be because of pressure while simulation uneven pressure from surrounding rock
Cataclysm and produce failure by shear and be possibly realized；Thickness and the inclination angle of tomography can be flexibly controlled by gauze, draws and more meets reality
FAULT MODEL, especially become apparent in soft tomography；The shape of a hoof soft rubber cushion at tunnel-liner model two ends can prevent from enclosing
Rock material enters tunnel, can prevent again because tunnel structure is directly contacted under pressure with the safety glass of front and rear sides
The concentrated stress of generation causes the phenomenon that tunnel-liner model is destroyed or safety glass ruptures.This programme can be accomplished single by controlling
One variable study of fault tunnel of verifying quantitative effect.
When being tested using said apparatus, specific implementation step is：
1st, aggregation model size is drafted.According to 1:20 geometric similarity ratio determines that experiment box sizes are 5.5m（Laterally）×
10m（Longitudinal direction）×3.5m（It is high）, tunnel span B=60cm, high H=45cm（Correspondence prototype B=12m, H=9m）, lining thickness is
1.2m（Prototype is 24cm）.
2nd, the configuration of country rock simulation material and fault simulation material.First pass through direct shear test, Axial compression tests, three axle pressures
Contracting experiment and density test obtain cohesive strength, internal friction angle, unit weight, modulus of elasticity and the Poisson's ratio of country rock and the adhesive aggregation of tomography
Power, internal friction angle, the material mixture ratio of model clay is adjusted according to test result, until obtaining desired physical parameter value.With analogy
Method is：Using river sand as stock, quartz sand is used to adjusting strength and modulus of elasticity, and flyash is used to thin of country rock analog material
Grain, cohesiveness and internal friction angle of the machine oil to adjust country rock analog material.
3rd, the installation of experimental rig.Experiment casing and fixed steelframe are first installed, set the inclination angle of two layers of parallel gauze with
And to the angle of tunnel axis, good contour line is reserved on gauze, pass through preset value inclination angle with prefabricated tunnel-liner model
Gauze, differential type digital display displacement meter and strain-type soil pressure cell are installed on the outside of tunnel-liner model.Respectively in gauze and case
Fault simulation material and country rock simulation material are inserted between internal wall and in two layers of gauze.
4th, the setting of pressure from surrounding rock.The pressure parameter of each jack is set according to the specific geology of simulation and landform.
5th, pressed according to the parameter pre-set, observe tunnel-liner model and read differential type digital display displacement meter,
The reading of strain-type soil pressure cell, record visual condition and data.
Finally it should be noted that：Various embodiments above is merely illustrative of the technical solution of the present invention, rather than its limitations；To the greatest extent
The present invention is described in detail with reference to foregoing embodiments for pipe, it will be understood by those within the art that：Its according to
The technical scheme described in foregoing embodiments can so be modified, or which part or all technical characteristic are entered
Row equivalent substitution；And these modifications or replacement, the essence of appropriate technical solution is departed from various embodiments of the present invention technology
The scope of scheme, it all should cover among the claim of the present invention and the scope of specification.
Claims (9)
1. one kind passes through tomography tunnel excavation analogue experiment installation, it is characterised in that：Including experiment casing（1）, fixed steelframe
（2）, U-shaped steel（3）, angle steel（4）, jack（5）, power transmission steel plate（7）, country rock simulation material（9）, fault simulation material（10）、
Tunnel-liner model（11）, differential type digital display displacement meter（13）, strain-type soil pressure cell（14）, articulated mounting（16）；
The fixed steelframe（2）Lower end passes through experiment casing（1）, the fixed steelframe（2）For four groups, four groups of fixation steelframes
（2）Along the axially in parallel distribution in tunnel；The fixed steelframe（2）Between lower end pass through U-shaped steelframe（3）Connection, lower end passes through angle steel
（4）It is connected；The jack（5）Fixed steelframe is fixed on upper top（2）Top, the jack（5）Lower top be arranged at
Power transmission steel plate（7）On；The power transmission steel plate（7）Pass through articulated mounting by four blocks of short steel plates（16）Be spliced, it is described often save it is short
Jack is provided with steel plate（5）；The power transmission steel plate（7）With experiment casing（1）Enclosed space fills country rock simulation material（9）
And fault simulation material（10）；The tunnel-liner model（11）Along experiment casing（1）Length direction passes through country rock simulation material
（9）With fault simulation material（10）；The differential type digital display displacement meter（13）With strain-type soil pressure cell（14）Along tunnel-liner
Model（11）Just lining outside is laid.
2. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The country rock mould
Intend material（9）With fault simulation material（10）Between with gauze（8）It is separated by, the gauze（8）Use nailing（15）It is fixed on experiment
Casing（1）On.
3. according to claim 2 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The tunnel-liner
Model（11）Two ends pass through shape of a hoof soft rubber cushion（12）With experiment casing（1）It is connected.
4. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The jack
（5）Lower top and power transmission steel plate（7）Between be provided with anti-skidding cushion block（6）.
5. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The experiment casing
（1）Left and right, lower three faces are the composite construction of inner side plank outside plate.
6. according to claim 5 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The experiment casing
（1）Front and rear sides are transparent toughened glass.
7. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The country rock simulation
Material（9）It is formulated by river sand, quartz sand, flyash, machine oil.
8. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The fault simulation
Material（10）It is formulated by fine sand, flyash and sawdust.
9. according to claim 1 pass through tomography tunnel excavation analogue experiment installation, it is characterised in that：The U-shaped steel（3）
And angle steel（4）Join fixed with trip bolt.
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| CN201710584542.1A CN107328898B (en) | 2017-07-18 | 2017-07-18 | Crossing fault tunnel excavation simulation experiment device |
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| CN201710584542.1A CN107328898B (en) | 2017-07-18 | 2017-07-18 | Crossing fault tunnel excavation simulation experiment device |
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