CN104297457B - Three-dimensional grouting model test device and method - Google Patents
Three-dimensional grouting model test device and method Download PDFInfo
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- CN104297457B CN104297457B CN201410584046.2A CN201410584046A CN104297457B CN 104297457 B CN104297457 B CN 104297457B CN 201410584046 A CN201410584046 A CN 201410584046A CN 104297457 B CN104297457 B CN 104297457B
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Abstract
The invention discloses a three-dimensional grouting model test device and method. The three-dimensional grouting model test device comprises a first counter-force plate, a second counter-force plate and a third counter-force plate which are sequentially connected in the vertical direction, wherein a confining-pressure counter-force cavity is placed between the first counter-force plate and the second counter-force plate; an axial loading module is placed between the second counter-force plate and the third counter-force plate; a grouted rock mass loading module and a confining-pressure servo loading module are arranged in the confining-pressure counter-force cavity; a sensor connected with a data processing module is arranged in the grouted rock mass loading module. According to the invention, stable loading of the three-dimensional ground stress condition and the groundwater environment in an indoor grouting test is realized, the consistency between the testing conditions and the grouted rock mass initial conditions is effectively guaranteed, and a powerful support is provided for researching the grouting theory.
Description
Technical field
The present invention relates to a kind of three-dimensional slip casting model test apparatus and the test method that apply triaxiality.
Background technology
In the underground engineering construction such as mine, tunnel, often there is the problems such as surrouding rock deformation is large, water yield is large, gushing water even can occur and to dash forward mud disaster, cause huge personnel's property loss.Slip casting obtains as a kind of effective means of a kind ofly reinforcing weak surrounding rock, administering water damage and applies more and more widely in underground engineering disasters is administered.Model test is the important means of slurries Diffusion Law and reinforcement mechanism in research grouting treatment process.But less for the model test stand of tunnel excavation and slip casting at present, have a strong impact on the progress of correlative study.
Existing slip casting model test, spininess conducts a research to particular formation (as Single Fracture, simple porous medium), or utilizes similar rock mass simple embankment to replace by note rock mass; Test shorter mention is to the impact on slip casting Diffusion Law and reinforcement mechanism of ground stress environment and groundwater environment, and more leisure opinion is by the three-dimensional ground stress field of noting residing for the rock mass hydrogeological condition with complexity.Analogue substantial deviation, by note rock mass state, is difficult to obtain scientific knowledge to slip casting process, can not the appropriate design of guide Grouting engineering.
Summary of the invention
The object of the invention is for overcoming above-mentioned the deficiencies in the prior art, providing a kind of and loading three-dimensional ground stress, the slip casting model test apparatus of pore water pressure and test method.
For achieving the above object, the present invention adopts following technical proposals:
A kind of three-dimensional slip casting model test apparatus, comprises first, second, third reaction plate that vertical direction connects successively; Lay confined pressure counter-force chamber between first reaction plate and the second reaction plate, between the second reaction plate and the 3rd reaction plate, lay axial compression servo loading module; Be provided with by note rock mass loading module and confined pressure servo loading module confined pressure counter-force chamber being implemented to confined pressure in described confined pressure counter-force chamber; Described confined pressure counter-force chamber bottom design is pore water pressure load-on module, and described is arranged the sensor of the Changing Pattern for gathering Rock And Soil internal physical field in slip casting process in note rock mass apparatus module, described sensor is connected with data processing module.
The first described reaction plate becomes Φ 660*25mm (i.e. diameter 660mm, high 25mm) disk by high strength alloy steel materials processing.The first described reaction plate circle centre position is drilled with Φ 20mm grouting hole, and fixing mining rapid-acting coupling I, connects grouting equipment; Reaction plate Φ 590mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice I, and fastening screw I is passed; The ring groove I of lower surface processing Φ 500*470*5mm, built-in rubber sealing gasket I.
The second described reaction plate becomes Φ 780*25mm disk by high strength alloy steel materials processing, the cylindrical cushion block of lower surface welding Φ 90*30mm.Second reaction plate and cushion block are drilled with Φ 50mm center pit, and hole wall processes the seal groove I of 5 Φ 60*50*5mm, built-in rubber O-ring seal I.The second described reaction plate Φ 590mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice II, and fastening screw I is passed.The second described reaction plate Φ 700mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice III, and fastening screw II is passed.The ring groove II of the second described reaction plate upper surface processing Φ 500*440*5mm, built-in rubber sealing gasket II.
The 3rd described reaction plate becomes Φ 780*25mm disk by high strength alloy steel materials processing.3rd reaction plate Φ 700mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice IV, and fastening screw II is passed.The 3rd described reaction plate Φ 200mm circumferentially uniform 4 Φ 4mm holes, fixed hydraulic lifting jack.
Described fastening screw is Φ 16mm high-strength bolt, comprises two groups, and often organize 4, first group of fastening screw I connects first, second reaction plate, and second group of fastening screw II connects second, third reaction plate.
Described confined pressure counter-force chamber is become the cylinder of Φ 500*440*600mm by high strength alloy steel materials processing.Confined pressure counter-force top of chamber is processed into step-like, gets out of a predicament or an embarrassing situation as the annular platform of Φ 470*440mm, and is circumferentially evenly drilled with Φ 4mm fixed orifice 18 in Φ 455mm.Described confined pressure counter-force chamber sidewall radial direction is drilled with 8 Φ 4mm fairleads, and sensor lead is passed.Described top, confined pressure counter-force chamber, bottom are placed in first, second reaction plate ring groove I respectively, in II, ensure sealing by fastening screw and rubber gasket.
Described confined pressure servo loading module comprises oil sac, hydraulic control panel I, hydraulic jack I.Described oil sac is hollow, closed circular, is formed according to confined pressure counter-force chamber dimensioned by rubber; Oil sac sidewall reserves sensor lead hole in relevant position.Described hydraulic jack I is connected by high-voltage tube I and separator with oil sac.Described hydraulic control panel I is connected by high-voltage tube I with between hydraulic control panel I, and real-time controlled pressure.
Accompany polytetrafluoroethylene film I between described oil sac and confined pressure counter-force chamber, to reduce friction between the two, prevent oil sac from damaging.
Described axial compression servo loading module comprises hydraulic control panel II, hydraulic jack II, hydraulic jack, force transmission shaft, power transmission cushion block, carrying-infiltration piston.Described hydraulic jack top/bottom part is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice V at Φ 700mm, is connected with the 3rd reaction plate by set bolt I.Described hydraulic jack II is connected by high-voltage tube II with hydraulic jack.Described hydraulic control panel II is connected by high-voltage tube II with hydraulic jack II, and real-time controlled pressure.Described force transmission shaft is become by high strength alloy steel materials processing, and bottom is by power transmission cushion block and hydraulic jack top contact; Force transmission shaft enters in confined pressure counter-force chamber through the second reaction plate center pit, is connected with carrying-infiltration piston by screw thread; There is boss at 100mm place below force transmission shaft top, ensures reserved water storehouse in confined pressure counter-force chamber.
Described carrying-infiltration piston becomes Φ 440*25mm discoid by high strength alloy steel materials processing, processes the seal groove II of 2 Φ 60*50*5mm, built-in rubber O-ring seal II in sidewall, ensures the sealing between piston and counter-force chamber; Carrying-infiltration piston is circumferentially evenly drilled with 18 Φ 4mm fixed orifice VI at Φ 405mm, utilizes set bolt II to connect by note rock mass carrier module.Radial arrangement 235 Φ 2.5mm water seepage holes in described carrying-infiltration piston.
Described by note rock mass carrier module by carrying rubber bag tank and fixing steel loop is formed.Carrying rubber bag tank is processed into cylindrical shape, and upper and lower periphery is all connected with fixing steel loop, and upper peripheral edge steel loop is circumferentially evenly drilled with Φ 4mm fixed orifice 18 at Φ 455mm, is secured by bolts in confined pressure counter-force top of chamber and gets out of a predicament or an embarrassing situation; Lower periphery steel loop is circumferentially evenly drilled with Φ 4mm fixed orifice 18 at Φ 405mm, is secured by bolts in carrying-infiltration piston.Carrying rubber bag tank sidewall reserves sensor lead hole in relevant position.
Polytetrafluoroethylene film II is accompanied, to reduce friction between the two between described oil sac and carrying rubber bag tank.
Described pore water pressure load-on module comprises water storehouse, water injection hole; Described water storehouse surrounds by carrying-seeping water piston, confined pressure counter-force cavity wall and the second reaction plate; Described water storehouse sidewall radial direction is drilled with Φ 20mm water injection hole, settles mining rapid-acting coupling II in hole, with external constant pressure water supply equipment.
Described data processing module comprises data sampling sensor, lead-in wire sealing and stationary installation, data interpreter and data analysis facilities.Described data sampling sensor comprises soil pressure sensor, seepage pressure sensor, is arranged in by note rock mass inner by lead-in wire sealing and stationary installation.Described lead-in wire sealing and stationary installation comprise that cable seal is clamped, fixation hollow screw rod, sensor holder.Described cable seal is clamped as PG7 type.Described fixation hollow screw rod, through carrying rubber bag tank fairlead, oil sac fairlead and confined pressure counter-force chamber fairlead, be connected, and sensor data cable is drawn through boring pipe by screw thread with sensor holder.Described sensor holder comprises vertical fixator and radial fixator, is processed by steel according to size sensor.Described data interpreter is XL2101G statical strain indicator, and described data analysis facilities is notebook computer.
Utilize the said equipment to carry out three-dimensional slip casting model test method, comprise the following steps:
(1) soil test test is carried out by the basic physical property of note rock mass according to the different hydrogeological condition of the underground works such as mine, tunnel.
(2) composition model pilot system, by fastening screw, the second reaction plate and the 3rd reaction plate are fixed, assemble axial servo loading module, confined pressure servo loading module successively and noted rock mass loading module, fixing carrying rubber bag tank and carrying-infiltration piston.Choosing material of rock and soil is filled in carrying rubber bag tank, wherein can prefabricated crack or shatter belt to simulate realistic operating mode better.Fill in material of rock and soil process and lay soil pressure and seepage pressure sensor and test.
(3), after material is filled, by fastening screw, the first reaction plate and the second reaction plate are fixed;
(4) axial compression and confined pressure is applied successively according to testing program; After reaching designing requirement, utilize seccotine anchor leg cored screw, and utilize cable seal to clamp closed sensor data cable, assembling data acquisition module.
(5) underground water is injected, until reach designing requirement by water injection hole and carrying-infiltration piston to by note rock mass according to testing program;
(6) utilize grouting equipment to implement grouting test to by note rock mass, physical field data in record slip casting process, reach after test design requires and terminate slip casting, close pilot system.
(7) dismantle test unit, take out grouting and reinforcing body and put into the maintenance of maintenance laboratory; Other structures of washing test device, terminate test.
The present invention achieves by hydraulic control system the stability chronicity that three-dimensional ground stress loads, and what in indoor slip casting model test, achieve three-dimensional ground stress field and osmotic pressure field combines applying, and warranty test is carried out condition and more pressed close to real working condition.In addition, can be used to carry out average, heterogeneous rock mass slip casting model test, strong adaptability in device, technical parameter is advanced.
Beneficial effect of the present invention is:
1, achieve three-dimensional ground stress and pore water pressure simulation in indoor slip casting model test, warranty test is carried out condition and is more pressed close to real working condition;
2, can be used to multiple grouting in rock mass diffusion such as simulation homogeneous, heterogeneous body etc. and reinforcement experiment;
3, the stability chronicity of three-dimensional ground stress loading is achieved by hydraulic control system;
4, device adopts high-strength bolt, reaction plate, counter-force chamber clamping with the use of packing washer and cable seal, test unit good airproof performance, and reliability is high;
5, can be buried underground all kinds of detecting element by note rock mass inside, in Real-time Collection slip casting process, the Changing Pattern of Rock And Soil internal physical field, enhances the scientific value of grouting test, is grouting theory research representative basis.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention;
Fig. 2 is the present invention first reaction plate vertical view;
Fig. 3 is the present invention second reaction plate vertical view;
Fig. 4 is the present invention the 3rd reaction plate vertical view
Fig. 5 is that the present invention carries-seep water piston vertical view;
Fig. 6 is confined pressure counter-force chamber of the present invention sectional drawing.
Wherein, 1-1 first reaction plate, 1-2 grouting hole, 1-3 is mining rapid-acting coupling I, 1-4 fixed orifice I, 1-5 ring groove I, 1-6 rubber gasket I, 2-1 second reaction plate, 2-2 cushion block, 2-3 center pit, 2-4 seal groove I, 2-5 rubber seal I, 2-6 fixed orifice II, 2-7 fixed orifice III, 2-8 ring groove II, 2-9 rubber gasket II, 3-1 the 3rd reaction plate, 3-2 fixed orifice IV, 3-3 hydraulic jack fixed orifice, 4-1 fastening screw I, 4-2 fastening screw II, 5-1 confined pressure counter-force chamber, 5-2 gets out of a predicament or an embarrassing situation, 5-3 gets out of a predicament or an embarrassing situation fixed orifice, 5-4 water injection hole, 5-5 is mining rapid-acting coupling II, 5-6 fairlead, 6-1 grouting equipment, 6-2 constant pressure water supply equipment, 7-1 oil sac, 7-2 hydraulic control panel I, 7-3 hydraulic jack I, 7-4 oil sac fairlead, 7-5 high-voltage tube I, 7-6 separator, 8-1 polytetrafluoroethylene film I, 8-2 polytetrafluoroethylene film II, 9-1 hydraulic control panel II, 9-2 hydraulic jack II, 9-3 hydraulic jack, 9-4 force transmission shaft, 9-5 power transmission cushion block, 9-6 carries-seeps water piston, 9-7 fixed orifice V, 9-8 set bolt I, 9-9 high-voltage tube II, the step-like boss of 9-10, 9-11 water storehouse, 9-12 ring groove, 9-13 fixed orifice VI, 9-14 set bolt I, 9-15 water seepage hole, 9-16 rubber seal II, 10-1 carries rubber bag tank, 10-2 upper peripheral edge fixes steel loop, 10-3 lower periphery fixes steel loop, 11-1 sensor, the sealing of 11-2 lead-in wire and stationary installation, 11-3 data interpreter, 11-4 data analysis facilities, 11-2-1 cable seal is clamped, 11-2-2 fixation hollow screw rod, the vertical fixator of 11-2-3A, the radial fixator of 11-2-3B.
Embodiment
Below in conjunction with accompanying drawing and embodiment, the invention will be further described.
As shown in Figure 1 and Figure 2, the first reaction plate 1-1 becomes Φ 660*25mm (i.e. diameter 660mm, high 25mm) disk by high strength alloy steel materials processing.First reaction plate circle centre position is drilled with Φ 20mm grouting hole 1-2, cementation is mining rapid-acting coupling I 1-3, connects grouting equipment 6-1; First reaction plate Φ 590mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice I 1-4, and fastening screw I4-1 is passed; The ring groove I 1-5 of the first reaction plate lower surface processing Φ 500*470*5mm, built-in rubber sealing gasket rubber gasket I 1-6.
As shown in Figure 1, Figure 3, the second reaction plate 2-1 becomes Φ 780*25mm disk by high strength alloy steel materials processing, the cylindrical cushion block 2-2 of lower surface welding Φ 90*30mm.Second reaction plate and cushion block home position are drilled with Φ 50mm center pit 2-3, process the seal groove I 2-4 of 5 Φ 60*50*5mm, built-in rubber O-ring seal I 2-5 inside hole wall.Second reaction plate Φ 590mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice II 2-6, and fastening screw I 4-1 is passed; Second reaction plate Φ 700mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice III 2-7, and fastening screw II 4-2 is passed.The ring groove II 2-8 of the second reaction plate upper surface processing Φ 500*440*5mm, built-in glue sealing gasket II 2-9.
As Figure 1 and Figure 4, the 3rd reaction plate 3-1 becomes Φ 780*25mm disk by high strength alloy steel materials processing.3rd reaction plate Φ 700mm is circumferentially drilled with 4 symmetrical Φ 20mm fixed orifice IV 3-2, and fastening screw II 4-2 is passed.3rd reaction plate Φ 200mm is uniform 4 Φ 4mm hydraulic jack fixed orifice 3-3, fixed hydraulic lifting jack 9-3 circumferentially.
As shown in Figure 1, fastening screw is Φ 16mm high-strength bolt, comprise two groups, often organize 4, one group of fastening screw I 4-1 connects the first reaction plate 1-1 and the second reaction plate 2-1 by fixed orifice 1-4,2-6, and two groups of fastening screw II 4-2 connect the second reaction plate 2-1 and the 3rd reaction plate 3-1 by fixed orifice 2-7,3-2.
As shown in Figure 1, confined pressure counter-force chamber 5-1 is become the cylinder of Φ 500*440*600mm by high strength alloy steel materials processing.5-1 top, confined pressure counter-force chamber is processed into step-like, and the 5-2 that gets out of a predicament or an embarrassing situation is the annular platform of Φ 470*440mm, and is circumferentially evenly drilled with Φ 4mm fixed orifice 5-3 18 in Φ 455mm.On the 5-1 sidewall of confined pressure counter-force chamber, radial direction is drilled with 8 Φ 4mm fairlead 5-6, make sensor 11-1 go between through.5-1 top, confined pressure counter-force chamber is placed in the ring groove I 1-5 of the first reaction plate 1-1 lower surface, and bottom is placed in the second reaction plate 2-1 upper surface ring groove II2-8, ensures sealing by fastening screw I 4-1 and rubber gasket 1-6,2-9.
As shown in Fig. 1, Fig. 6, confined pressure servo loading module comprises oil sac 7-1, hydraulic control panel I 7-2, hydraulic jack I 7-3.Described oil sac 7-1 is hollow, closed circular, is formed according to confined pressure counter-force chamber 5-1 dimensioned by rubber; Oil sac 7-1 sidewall reserves sensor lead hole 7-4 in relevant position.Described hydraulic jack I 7-3 is connected by high-voltage tube I 7-5 and separator 7-6 with oil sac 7-1.Be connected by high-voltage tube I 7-5 between hydraulic control panel I 7-2 with hydraulic jack I 7-3, and real-time controlled pressure.
As shown in Fig. 1, Fig. 6, between oil sac 7-1 and confined pressure counter-force chamber 5-1, accompany polytetrafluoroethylene film I, to reduce friction between the two, prevent oil sac from damaging.
As shown in Figure 1, shown in Figure 5, axial compression servo loading module comprises hydraulic control panel II 9-1, hydraulic jack II 9-2, hydraulic jack 9-3, force transmission shaft 9-4, power transmission cushion block 9-5, carrying-infiltration piston 9-6.Circumferentially be drilled with 4 symmetrical Φ 20mm fixed orifice V 9-7 at Φ 700mm bottom hydraulic jack 9-3, be fixed on the 3rd counter-force 3-1 plate top by set bolt I 9-8.Hydraulic jack II 9-2 is connected by high-voltage tube II 9-9 with hydraulic jack 9-3.Hydraulic control panel II 9-1 is connected by high-voltage tube II 9-9 with hydraulic jack II 9-2, and real-time controlled pressure.Force transmission shaft 9-4 is become by high strength alloy steel materials processing, and bottom is contacted with hydraulic jack 9-3 by power transmission cushion block 9-5; Force transmission shaft 9-4 enters in confined pressure counter-force chamber 5-1 through the second reaction plate center pit 2-4, is connected with carrying-infiltration piston 9-6 by screw thread; There is step-like boss 9-10 at 100mm place below force transmission shaft 9-4 top, ensures reserved water storehouse 9-11 in confined pressure counter-force chamber 5-1.Carrying-infiltration piston 9-6 becomes Φ 440*25mm discoid by high strength alloy steel materials processing, processes the seal groove II 9-12 of 2 Φ 60*50*5mm, built-in rubber O-ring seal II9-16, ensure the sealing between piston and counter-force chamber in sidewall; Carrying-infiltration piston 9-6 is circumferentially evenly drilled with 18 Φ 4mm fixed orifice VI 9-13 at Φ 405mm, utilizes set bolt II 9-14 fixing by note rock mass carrier module.Radial arrangement 235 Φ 2.5mm water seepage hole 9-15 in carrying-infiltration piston, are convenient to water in water storehouse 9-11 and penetrate into by note rock mass.
As shown in Fig. 1, Fig. 6, by note rock mass carrier module by carrying rubber bag tank 10-1 and upper peripheral edge fixes steel loop 10-2, lower periphery is fixed steel loop 10-3 and formed.Carrying rubber bag tank 10-1 is processed into cylindrical shape, and upper and lower periphery is all connected with fixing steel loop, and upper peripheral edge steel loop 10-2 is circumferentially evenly drilled with Φ 4mm fixed orifice 18 at Φ 455mm, is secured by bolts in confined pressure counter-force top of chamber and gets out of a predicament or an embarrassing situation; Lower periphery steel loop 10-3 is circumferentially evenly drilled with Φ 4mm fixed orifice 18 at Φ 405mm, is fixed on carrying-infiltration piston 9-6 by bolt 9-14.Carrying rubber bag tank sidewall reserves sensor lead hole 10-4 in relevant position.
As shown in Fig. 1, Fig. 6, between oil sac and carrying rubber bag tank, accompany polytetrafluoroethylene film II8-2, to reduce friction between the two.
As shown in Figure 1, pore water pressure load-on module comprises water storehouse 9-11, water injection hole 5-4, water seepage hole 9-15.Water storehouse is connected with outside constant pressure water supply equipment 6-2 by water injection hole 5-4.Water storehouse 9-11 sidewall radial direction is drilled with Φ 20mm water injection hole 5-4, settles mining rapid-acting coupling II 5-5 in hole, with external constant pressure water supply equipment 6-2.
As shown in Figure 1, data processing module comprises data sampling sensor 11-1, lead-in wire sealing and stationary installation 11-2, data interpreter 11-3 and data analysis facilities 11-4.Data sampling sensor 11-1 comprises soil pressure sensor, seepage pressure sensor, is arranged in by note rock mass inner by lead-in wire sealing and stationary installation 11-2.Lead-in wire sealing and stationary installation 11-2 comprise cable seal and to clamp 11-2-1, fixation hollow screw rod 11-2-2, sensor holder 11-2-3.The cable seal 11-2-1 that clamps is PG7 type.Fixation hollow screw rod 11-2-2, through carrying rubber bag tank fairlead 10-4, oil sac fairlead 7-4 and confined pressure counter-force chamber fairlead 5-6, be connected, and sensor data cable 11-5 is drawn through boring pipe by screw thread with sensor holder 11-2-3.Sensor holder 11-2-3 comprises vertical fixator 11-2-3A and radial fixator 11-2-3B, is processed by steel according to size sensor.Data interpreter 11-3 is XL2101G statical strain indicator, and data analysis facilities 11-4 is notebook computer.
Three-dimensional slip casting model test apparatus using method: carry out soil test test by the basic physical property of note rock mass according to the different hydrogeological condition of the underground works such as mine, tunnel.Composition model pilot system, makes the second reaction plate 2-1 and the 3rd reaction plate 3-1 form framework by fastening screw 4-2, by force transmission shaft 9-4 through the second reaction plate 2-1, and is connected with the piston 9-6 and power transmission cushion block 9-5 that carry-seeps water.Settle in confined pressure counter-force chamber 3-1 and the second reaction plate ring groove 2-8, polytetrafluoroethylene film 8-1, oil sac 7-1, polytetrafluoroethylene film 8-2, carrying rubber bag tank 10-1 is placed with successively in confined pressure counter-force chamber 3-1, guarantee that each several part fairlead aligns, and carrying rubber bag tank 10-1 is fixed on carrying-infiltration piston 9-6.Choosing material of rock and soil is filled in carrying rubber bag tank 10-1, wherein can prefabricated crack or shatter belt to simulate realistic operating mode better.Fill in material of rock and soil process and lay sensor 10-1 and test.First reaction plate 1-1 and the second reaction plate 2-1 is fixed by fastening screw 4-1 after filling by material.Fixed hydraulic lifting jack 9-3 is in the 3rd force transmitting board 3-1 and adjust its height, contact power transmission cushion block, connects hydraulic jack 9-3, hydraulic jack 9-2 and hydraulic control panel 9-1; Connect oil sac 7-1, hydraulic control panel 7-2 and hydraulic jack 7-3, apply axial compression and confined pressure successively according to testing program.After reaching designing requirement, utilize seccotine fixation hollow screw rod 11-2-2, and utilize the cable seal 11-2-1 that clamps to close sensor data cable, connection data interpreter 11-3 with data analysis facilities 11-4.Underground water is injected, until reach designing requirement by water injection hole 5-4 and carrying-infiltration piston water seepage hole 9-15 to by note rock mass according to testing program.Connect grouting equipment 6-1, implement grouting test, physical field data in record slip casting process, reach after test design requires and terminate slip casting, close pilot system.Dismounting test unit, takes out grouting and reinforcing body and puts into the maintenance of maintenance laboratory.Other structures of washing test device, terminate test.
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that creative work can make still within the scope of protection of the present invention.
Claims (8)
1. a three-dimensional slip casting model test apparatus, is characterized in that, comprises vertical direction and is interconnected three discoid reaction plates, be followed successively by first, second and third reaction plate from top to bottom; Confined pressure counter-force chamber and axial compression servo loading module is placed between reaction plate; Described confined pressure counter-force chamber bottom design is pore water pressure load-on module, and confined pressure counter-force chamber positioned inside is noted rock mass loading module and confined pressure servo loading module; Described is arranged by note rock mass apparatus module the sensor be connected with data processing module; Described axial servo loading module comprises hydraulic control panel, hydraulic jack, hydraulic jack, force transmission shaft, power transmission cushion block and carrying-infiltration piston; Described hydraulic jack is fixed on the 3rd reaction plate end face; Described hydraulic control panel is connected by high-voltage tube with hydraulic jack; Described force transmission shaft is contacted with hydraulic jack by power transmission cushion block; Described force transmission shaft enters in confined pressure counter-force chamber through the second reaction plate center pit, connects carrying-infiltration piston; Described carrying-infiltration piston radial arrangement water seepage hole; Described data processing module comprises data interpreter and data analysis facilities, and described sensor is connected with data interpreter by lead-in wire, and described data interpreter is connected with data analysis facilities.
2. the three-dimensional slip casting model test apparatus of one according to claim 1, is characterized in that, the first described reaction plate circle centre position is drilled with the grouting hole be communicated with grouting equipment, lower surface processing ring groove I; The second described reaction plate is drilled with center pit, processes seal groove inside hole wall; The second described reaction plate upper surface processing ring groove II; Be fixedly connected with by two groups of fastening screws between the first described reaction plate, the second reaction plate, the 3rd reaction plate.
3. the three-dimensional slip casting model test apparatus of one according to claim 1, is characterized in that, described confined pressure counter-force chamber becomes cylindric by high strength alloy steel materials processing; Described confined pressure counter-force top of chamber is processed into step-like, is stuck in the first reaction plate and the second reaction plate ring groove I, in II with bottom; On described confined pressure counter-force chamber sidewall, radial direction is drilled with fairlead.
4. the three-dimensional slip casting model test apparatus of one according to claim 1, is characterized in that, described confined pressure servo loading module comprises oil sac, hydraulic control panel, hydraulic jack; Reserved fairlead on described oil sac sidewall; Described hydraulic jack is connected by high-voltage tube and separator with oil sac; Described hydraulic control panel is connected by high-voltage tube with between hydraulic jack.
5. the three-dimensional slip casting model test apparatus of one according to claim 1, is characterized in that, described pore water pressure load-on module comprises water storehouse, water injection hole; Described water storehouse surrounds by carrying-seeping water piston, confined pressure counter-force cavity wall and the second reaction plate; Described water storehouse sidewall is drilled with water injection hole.
6. the three-dimensional slip casting model test apparatus of one according to claim 4, is characterized in that, described is comprised carrying rubber bag tank and fixing steel loop by note rock mass carrier module; Described carrying rubber bag tank top and bottom ends is fixed on the first reaction plate and carrying-infiltration piston by fixing steel loop; Described carrying rubber bag tank sidewall reserves sensor lead hole.
7. the three-dimensional slip casting model test apparatus of one according to claim 6, is characterized in that, accompanies polytetrafluoroethylene film between described oil sac and confined pressure counter-force chamber; Polytetrafluoroethylene film is accompanied between described oil sac and carrying rubber bag tank.
8. a three-dimensional slip casting model test method, is characterized in that, comprise the following steps:
Step (1) carries out soil test test by the basic physical property of note rock mass according to the different hydrogeological condition of the underground works such as mine, tunnel;
Step (2) composition model pilot system, system comprises vertical direction and is interconnected three discoid reaction plates, is followed successively by first, second and third reaction plate from top to bottom, the second reaction plate and the 3rd reaction plate is fixed by fastening screw; Assemble axial servo loading module, axial servo loading module is between second and third reaction plate; Settle confined pressure counter-force chamber in the second reaction plate ring groove, noted rock mass loading module and confined pressure servo loading module in confined pressure counter-force chamber positioned inside, will be fixed on the carrying-infiltration piston in axial servo loading module by the carrying rubber bag tank in note rock mass carrier module; Choosing material of rock and soil is filled in carrying rubber bag tank, wherein can prefabricated crack or shatter belt to simulate realistic operating mode better; Fill in material of rock and soil process and lay soil pressure and seepage pressure sensor and test;
First reaction plate and the second reaction plate are fixed by fastening screw after filling by step (3) material;
Step (4) applies axial compression and confined pressure successively according to testing program; After reaching designing requirement, utilize seccotine anchor leg cored screw, and utilize cable seal to clamp closed sensor data cable, assembling data acquisition module;
Step (5) injects underground water, until reach designing requirement by water injection hole and carrying-infiltration piston to by note rock mass according to testing program;
Step (6) utilizes grouting equipment to implement grouting test to by note rock mass, physical field data in record slip casting process, reaches after test design requires and terminates slip casting, close pilot system;
Step (7) dismounting test unit, takes out grouting and reinforcing body and puts into the maintenance of maintenance laboratory; Other structures of washing test device, terminate test.
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Cited By (1)
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| CN105842424A (en) * | 2016-05-20 | 2016-08-10 | 山东科技大学 | Three-dimensional stress fluid coupling grouting test system and method |
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Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN87203178U (en) * | 1987-04-16 | 1987-11-25 | 东北工学院 | Three-axle pressure chamber |
| CN101813604B (en) * | 2010-04-23 | 2011-11-16 | 同济大学 | Device for testing durability of water pressure resistant grouted rock |
| US20120193092A1 (en) * | 2011-01-31 | 2012-08-02 | Baker Hughes Incorporated | Apparatus and methods for tracking the location of fracturing fluid in a subterranean formation |
| CN103267722B (en) * | 2013-05-07 | 2015-08-12 | 中国矿业大学 | A kind of pressure-bearing osmotic grouting reinforcement experiment device and method |
| CN103954490B (en) * | 2014-05-15 | 2016-05-04 | 山东科技大学 | Mine soft rock slip casting specimen chamber internal mold is intended preparation method and producing device |
| CN204154718U (en) * | 2014-10-27 | 2015-02-11 | 山东科技大学 | A kind of three-dimensional slip casting model test apparatus |
-
2014
- 2014-10-27 CN CN201410584046.2A patent/CN104297457B/en active Active
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